Cantera at Coral Mountain TR 31249 BWFE2022-0012 - Structural CalcsORCO WALL SYSTEM
STRUCTURAL CAL CULA TONS
PREPARED FOR
BEAZER HOMES
BWFE2022-0012
CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
-103/08/2022 BY J
CANTERA / 5,112LF OF E
HIGH PERIMETER BLOCI
WALLS
CANTERA A T CORAL MOUNTAIN
TRACT No. 31249
CITY OF LA Q UI N TA, CALIFORNIA
ENGZNEERZNG STAMP APPROVAL ZS CONDITIONAL;
REQUZRZNG USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS. �1
Q`� -4ERDUGO
m
ul
G/Zi lZoZi D
NO. 83660
* EXP. 0513112023
s4 c / v TF OF CpOF � I^ 02
21�z� I
° G p22
.z
I
PREPARED BY
ORCO BLOCK & HARDSC-d-61PE
11100 BEACH BLVD STANTON, CA. 90680
TEL. (714) 527-2239 FAX. (714) 897-1904
ORCO WALL SYSTEM FORCES PER 2019 CBC CHAPTER /6
1- Qu, N rA , GA -
WIND FORCES TO WALLS PER ASCE 7-16 SECTION 29.4
CHECK WIND FORCE CALCULATION FOR BASIC 85 MPH 8 95 MPH 3 SECOND GUST SPEED EXPOSURE C CONDITION
USING ASCE 7-16 CHAPTER 29 WIND LOADS 8 USING SECTION 29.3.1 TO FIND THE 3 SEC. VELOCITY PRESSURE OH
OH= 0. 00256 K z KIT K D V 2... (26. l0-0, WHERE: K 2 = 0. 57 FOR EXP B AND K z = 0. 85 FOR EXP C
FROM TABLE 26.10-1: KZT = 1.0 DEFAULT PER SECTION 26.8-1 8 KD = 0.85 FROM TABLE 26.6-1
THEREFORE, FOR 85 MPH 8 95 MPH 3 SEC. WIND GUST SPEED:
O H = (0. 00256)(0, 85)(1. 0)(0. 85)(110) 2 = 22.4 PSF 8 0 H = (0. 00256)(0. 85)(I. 0)(0. 85)(l20) 2 = 26.6 PSF
DESIGN WIND FORCE, FH= QN G CF As.. (29. 3-0, WHERE: G= 0.85 FROM SECTION 26.1/.I
CF = 1.40 PER FIGURE 29.4-1 USING AVERAGE ASPECT RATIO (WALL LENGTH TO HIGTH) OF 2.
NOTE: CF RANGES FROM 1.48 FOR A 5' WIDE RETURN WALL TO l.3 FOR A 60' PANEL.
THEREFORE. FOR 1/0 MPH = (22.4 PSF)(0 85)(1.4) As = 26.7 PSF. 8 FOR 120 MPH = (26 6 PSF)(0 85)0 4) As = 3/ 7 PSF.
WIND FORCE FOR EXPOSURE C CONDITIONS
V,T IN MPH
l00
1/0
120
/30
140
150
ON = 0.00256 Kz Kzr K. Vz I
I8.5 PSF
22.4 PSF
26.6 PSF
52.2 PSF
36.3 PSF
41.6 PSF
WHERE Kz= 0 85, Kzr= /.0, Ko= 0.85
F„ = WIND FORCE PER SO. FT.
Fo = ON G CF A s PER SECTION 29 4-1
22, 0 PSF
26.7 PSF
3/.7 PSF
38.4 PSF
43.2 PSF
49. 5 PSF
WHERE G=0 85 AND CF= L4 AVE.
F„ = WIND FORCE BY USING 0.60 LOAD
78
85
93
/0/
l08
116
FACTOR PER CBC I605.3. / EON I6-5
PROJECT SITE WIND ZONE: V UL T = // 0 MPH EXPOSURE C
THEREFORE WIND FORCE = ZEi.-�-PSF
SEISMIC FORCES PER 2019 CBC (ASCE 7-16 SECT. 15. 4.1E
FOR NONBUILD/NG STRUCTURES:
- FREE STANDING WALLS AND PILASTERS
- PROJECT SITE CLASS D
- FUNDAMENTAL PERIOD T GREATER THAN 0.06 SEC
CALCULATED USING EQUATION 12.8-7 AND TABLE 12.8-2
eapf ESS /0N4
o ,oeRDUGO,
o „
NO.85660 D
* EXP.051511ZO23
s4rF OF CA %Fo�?`P
PER EON. 15.4-2, SEISMIC BASE SHEAR FOR FLEXIBLE NONBUILD/NG STRUCTURES NOT SIMILAR TO BUILDINGS:
V= [(0.80)(S/)/(R101 W , WHERE 1 = 1.0 8 FA = I.I FROM TABLE 1I.4-1 8 R = 1.25 FROM TABLE 15.4.2
SEISMIC FORCE FOR I SEC. PERIOD CONDITIONS
S, FROM FIG. 22-2
60
70 1
80
90
/00
1/0
V = [(0.8O)(s01(R10l W
0.38W
0.45W
0. 5IW
0. 58W
0. 64W
0. 70W
PROJEC T S1 TE SEISMIC I NFORMA TION: S, = G 0 & V = 0.3 IFN
CMU WALL WEIGHTS PER SO. FT.
BLOCK TYPE
6' CMU W/ JOINT REINFORCEMENT
8' CMU
PILASTER
GROUTED ® O/C
48'0/C
40"0/C
32'0/C
24'0/C
I6"0/C
32'0/C
24'01C
16'0/C
SOLID
SOLID
WT. PER SO. FT.
34 PSF
35 PSF
37 PSF
39 PSF
45 PSF
48 PSF
52 PSF
60 PSF
80 PSF
160 PSF
THEREFORE SEISMIC FORCE IS: V = (o,3Y)(3 SPSF) = /3. 3 PSF
ORCO STANDARD CMU SITE WALLS W/ SPREAD FOOTING
FOR 110 MPH 3 SEC. GUST @a EXP C
REBAR NOTE:
• DO NOT RUN HORIZONTAL REINFORCEMENT THROUGH
WALL RETURNS & CONSTRUCTION JOINTS
• PROVIDE DOWEL & DROP -IN BAR ACCORDING TO DETAIL
AT EACH SIDE OF CONTROL JOINTS, ENDS OF WALLS AND
@ WALL HEIGHT CHANGES.
CAP UNIT
ORCO 6816 OR 6616 CMU
GROUTED ONLY @ VERT STEEL
#4 - DROP -IN BAR @ 40" O/C
@ CENTER OF CMU
#6 STD JOINT REINFORCEMENT
@ 24" O/C (3 PLACES). USE #5
STD. FOR SLUMP BLOCK
O
N
NOTE:
FOR SIDEYARD RETURN WALLS WHERE
DRAINAGE SWALE OCCURES, A 112 BLOCK
MAY LEFT OUT @ SWALE GRADE. PROVIDE
#4 DOWEL AND #4 DROP -IN BAR ON EACH
SIDE OF THE 112 BLOCK DRAIN.
#4 DOWEL @ 40" O/C I
@ CENTER OF CMU.
PROVIDE 24" MIN, LAP. 10"
EQUAL EQUAL
LEVEL GRADE
F? BOTH SIDES
� 2
er
N U #4 HORZ. CONT.
,., AS SHOWN
Z-4"
NOTE: DIMENSIONS ARE NOT TO SG9LE.
DETAIL #IA
DESIGN CRITERIA PER THE 2019 CSC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 P5F + i INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL : GRADE 60.
6. SEISMIC - 1 SEC. ACCELERATION = 60% PER SOILS REPORT.
7. MASONRY COMPRESSION STRENGTH, f ',,, = 2000 PSI.
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
WEDGELOCK BLOCK, SLUMP BLOCKAND SPLITFACE BLOCKARE
ACCEPTABLE.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-112 PARTS
SAND TO 3-112 PARTS GRAVEL WITH A MAXIMUM OF 1-112 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE 111V. Fc = 2500 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN WITH
VERTICAL CONTINUITY OF THE CELLS UNO.
6. ALL BLOCK CELLS CONTAINING VERTICAL REBAR SHALL BE SOLID
GROUTED.
7. USE TYPE S MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 112 PART LIME TO 4-112 PARTS DAMP, LOOSE SAND.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8" PEA
GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CONSTITUENTS.
9, BLOCK STEM MAY BE WET -SET 1-112" INTO THE FOOTING WHILE THE
CONCRETE IS PLASTIC. BLOCK STEM MAYBE PLACED TO EITHER EDGE
OF THE TRENCH TYPE FOOTING.
10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL
OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF 90%.
11. FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE READY FOR
CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE. SECOND
INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN PLACE AND
THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM CONTROL JOINT SPACING: 40' O/C. 20' O/C FOR WALLS TO
BE MORTAR WASHED OR STUCCO COATED.
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
4
.4eRDUGO r' <c,c
BEAZER HOMES m / rn m
/golf-o D
GANTERA @ CORAL MOUNTAIN NO 83660
TRACT No. 31249 * EXP. 0313112023
LA QUINTA, CALIFORNIA s a C V ` ��Q
0
TF OF CALF
ORCO STANDARD CMU SITE WALLS W/ TRENCH FOOTING
FOR 110 MPH 3 SEC. GUST @ EXP C
REBAR NOTE:
• DO NOT RUN HORIZONTAL REINFORCEMENT THROUGH
WALL RETURNS & CONSTRUCTION JOINTS.
• PROVIDE DOWEL & DROP -IN BAR ACCORDING TO DETAIL
AT EACH SIDE OF CONTROL JOINTS, ENDS OF WALLS AND
@ WALL HEIGHT CHANGES.
CAP UNIT
ORCO 6816 OR 6616 CMU
GROUTED ONLY @ VERT STEEL
#4 DROP -IN BAR @ 40" O/C
@ CENTER OF CMU
NOTE:
PROVIDE #4 DOWEL & #4 DROP -IN
BAR AT EACH SIDE OF CONTROL
JOINTS, ENDS OF WALLS AND @
WALL HEIGHT CHANGES
#6 STD JOINT REINFORCEMENT
@ 24" O/C (3 PLACES). USE #5
STD. FOR SLUMP BLOCK
DESIGN CRITERIA PER THE 2019 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + f INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 2B DAYS.
5. REINFORCING STEEL : GRADE 60.
6. SEISMIC -1 SEC. ACCELERATION = 60% PER SOILS REPORT.
7. MASONRY COMPRESSION STRENGTH f 'm = 2000 PSI.
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
WEDGELOCK BLOCK, SLUMP BLOCKAND SPLITFACE BLOCKARE
ACCEPTABLE.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS
SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE II/V. Fc = 2500 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN WITH
VERTICAL CONTINUITY OF THE CELLS UNO.
6. ALL BLOCK CELLS CONTAINING VERTICAL REBAR SHALL BE SOLID
GROUTED.
7. USE TYPES MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SAND.
NOTE:
FOR SIDEYARD RETURN WALLS WHERE
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
DRAINAGE SWALE OCCURES, A 1/2 BLOCK
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8" PEA
MAY LEFT OUT @ SWALE GRADE. PROVIDE
GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
#4 DOWEL AND #4 DROP -IN BAR ON EACH
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
SIDE OF THE 1/2 BLOCK DRAIN.
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGA7TON OF THE CONSTITUENTS.
#4 DOWEL @ 40" O/C
@ CENTER OF CMU.
PROVIDE24"MIN. LAP.
ti
Z v
f
ti
2
1 MAX.
•
#4 HORZ. CONT.
U @ 18" O/C.
7' TO DAYLIGHT
8"
CONT.
1.NLO DIMENSIONS ARE NOT TO SCALE.
DETAIL #1B
9. BLOCK STEM MAY BE WET -SET 1-1/2" INTO THE FOOTING WHILE THE
CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO EITHER EDGE
OF THE TRENCH TYPE FOOTING.
10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL
OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF 90%.
11. FIRST INSPEC77ON TO BE AFTER F0077NG TRENCHES ARE READY FOR
CONCRETE AND ALL REQUIRED STEEL IS 71ED IN PLACE. SECOND
INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN PLACEAND
THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM CONTROL JOINT SPACING: 40' O/C. 20' O/C FOR WALLS TO
BE MORTAR WASHED OR STUCCO COATED.
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS. �1
BEAZER HOMES
CANTERA @ CORAL MOUNTAIN
TRACT No. 31249
LA QUINTA, CALIFORNIA
/���°\,��RDUG Fc
(t1 m
� 0
NO. 83660
* EXP. 0313112023
sT4T C / V 1 qa' P
F OF CA`%F
0
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (01) Site Wall
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Project Files
License : KW-06059401
License To: ORCO BLOCK COMPANY, INC.
Criteria
Retained Height =
0.33 ft
Wall height above soil =
6.67 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.61 OK
Sliding =
2.52 OK
Total Bearing Load = 707 Ibs
...resultant ecc. = 8.70 in
Soil Pressure @ Toe =
1.069 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,496 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
5.6 psi OK
Footing Shear @ Heel =
1.7 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
137.8 Ibs
less 100% Passive Force = -
64.8 Ibs
less 100% Friction Force = -
282.7 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
- 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Code: CBC 2019,AC1 318-14,TMS 402-16
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist ==
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio -
0.300
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft=
0.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
LRFD LRFD
LRFD LRFD
Thickness
=
6.00
Rebar Size
=
# 4
Rebar Spacing
=
40.00
Rebar Placed at
=
Center
Design Data
fb/FB + fa/Fa
-
0.913
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
181.1
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
653.0
Moment. ...Allowable
=
714.4
Shear..... Actual
Service Level
psi =
Strength Level
PSI =
12.9
Shear..... Allowable
psi =
80.5
Anet (Masonry)
in2 =
14.03
Rebar Depth 'd'
In =
2.75
Masonry Data
f'm
PSI =
2,000
Fy
psi =
60,000
Solid Grouting
=
No
Modular Ratio 'n'
=
16.11
Wall Weight
psf =
41.0
Equiv. Solid Thick.
in =
3.80
?aOF ESS 104 '4
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
LRFD
"
�m
Concrete Data
m�t1,
m
f'c
psi
Fy
psi =
NO 03660 D
* EXP 03/31/2023
V
F OFO
CAS-\F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page : 2
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (01) Site Wall
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Project Files
RetainPro (c) 1987-2018. Build 11.18.11.29
License: KW-06059401 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Toe Width
= 0.92 ft
Heel Width
= 1.42
Total Footing Width
= 2.33
Footing Thickness
- 12.00 in
Key Width - 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % 0.0014
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure = 1,496
0 psf
Mu': Upward = 483
0 ft-#
Mu': Downward = 121
120 ft-#
Mu: Design = 362
120 ft-#
Actual 1-Way Shear = 5.62
1.72 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area 0.47 in2
Min footing T&S reinf Area per foot 0.20 in2 At
If one layer of horizontal bars: If two layers of horizontal bars.
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance
Moment
Item Ibs ft ft-#
Ibs ft
ft-#
Heel Active Pressure = 31.0 0.44 13.7
Soil Over Heel = 34.8 1.87
65.1
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 106.9 4.67 498.5
' Axial Live Load on Stem =
=
Soil Over Toe = 35.1 0.46
16.1
Surcharge Over Toe =
Total 137.8 O.T.M. 512.2
Stem Weight(s) = 287.0 1.17
334.6
Earth @ Stem Transitions =
_ =
Footing Weight = 349.8 1.17
407.9
Resisting/Overturning Ratio = 1.61
Key Weight =
Vertical Loads used for Soil Pressure = 706.7 Ibs
Vert. Component =
Total = 706.7 Ibs R.M.=
823.7
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci QRpFESS OHq
e� �FtDUG
Horizontal Defl @ Top of Wall (approximate only) 0.089 in
Hit- abtwu c ilcuialu,,, , nil val,u ,t ti,Q lit -a, M,N Bearing pleesuie Lxc�'eds That of the toe. Q p y
m / m m
because• the wall would then tend to rotale into Ilia retained soil, a Do
NO 63660
EXP 03/31/2023
P
-0
F 111,
OFCM AL
ORCO Block & Hardscape
11100 Beach Blvd
Stanton, CA 90680
Tel. (714) 527-2239
Project Title:
Engineer:
Project ID:
Project Descr:
Pole Footing Embedded in Soil C:\Users\gverdugo\ONEDRI-1\DOCUME-1\ENERCA-1\beazerhomes_canteraatcoralmountain_laquinta.eo6.
g Software ypyW ENEHCALC, INC.1902018, BuiId:10.18.11.27 .
Description : (01b) site wall -Trench Footing
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Pole Footing Shape Rectan -/
Pole Footing Width ............. 8.0 in �(,0 Ail (40- ,L
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive .................. 250.0 c P� r2 s o I
Max Passive ................... 2,500.0 psf
Controlling Values
Governing Load Combination: +D+0.60W+H
Lateral Load 0.07124 k
Moment 0.2376 k-ft
Cb
NO Ground Surface Restraint io
Pressures at 1/3 Depth Distributed Load Soil Surface No lateral restraint
Actual 194.125 psf N
Allowable 194.615 psf 7
'CV
�
Minimum Required Depth 2.375 ft �' �.O - 0.33r = 3, O yI
Footing Base Area 0.4444 ftA2
Maximum Soil Pressure 0.0 ksf
Applied Loads
Lateral Concentrated Load (k) Lateral Distributed Loads (klQ Vertical Load (k)
D: Dead Load k 24,�p� i 1 k/ft k
Lr : Roof Live k f -r (I Z/1.� J . "Bp i�
L : Live k fl- / k/ft k
S :Snow k / k/ft k
W :Wind k 0.01780 EEE/// k/ft k
E : Earthquake k 0.008860 k/ft k
H : Lateral Earth k k/ft k
Load distance above TOP of Load above ground surface
ground surface It 6.670 ft
BOTTOM of Load above ground surface
It
Load Combination Results
Forces Ground Surface Required Pressure at 1/3 Depth Soil Increase
Load Combination Loads - (k) Moments - (ft-k) Depth - (ft) Actual - (psf) Allow - (psf) Factor
+D+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+L+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+S+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750Lr+0.750L+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 PR�PE S s � oNt:000
+D+0.60W+H 0.071 0.238 2.38 194.1 ��� 1A.dDuG0 �.
+D-0.60W+H 0.071 0.238 2.38 194.1 y4 -41194.6 1'
+D+0.750Lr+0.450W+H 0.053 0.178 2.13 173.1 m 17 1.A0m 1
N0. 83660 D
EXP 03/31/2023 * r
O
F OF CAk-�F
ORCO Block & Hardscape
Project Title:
11100 Beach Blvd
Engineer:
Stanton, CA 90680
Project ID:
Tel. (714) 527-2239
Project Descr:
Pole Footin Embedded in Soil C.tUsers�gverduqD�:;NEDRI-PdYCCUPAE-t1ENERCA-1�beazerhomes_canteraatcoral mountain _laquinla.ec6.
g Software copvrioM ENERCALC. INC.1983.2018. Build:10.18.11.27 .
Description : (01 b) site wall -Trench Footing
+D+0.750Lr-0.450W+H
0.053
0.178
2.13
173.1
174.9
1.000
+D+0.750S+0.450W+H
0.053
0.178
2.13
173.1
174.9
1.000
+D+0.750S-0.450W+H
0.053
0.178
2.13
173.1
174.9
1.000
+0.60D+0.60W+0.60H
0.071
0.238
2.38
194.1
194.6
1.000
+0.60D-0.60W+0.60H
0.071
0.238
2.38
194.1
194.6
1.000
+D+0.70E+0.60H
0.041
0.138
2.00
158.0
158.3
1.000
+D-0.70E+0.60H
0.041
0.138
2.00
158.0
158.3
1.000
+D+0.750L+0.750S+0.5250E+H
0.031
0.103
1.75
141.5
142.3
1.000
+D+0.750L+0.750S-0.5250E+H
0.031
0.103
1.75
141.5
142.3
1.000
+0.60D+0.70E+H
0.041
0.138
2.00
158.0
158.3
1.000
+0.60D-0.70E+H
0.041
0.138
2.00
158.0
158.3
1.000
RCUG
QROFESS/oN-
J
v �
�p m 1
f
`o
h
c�
w
Q N0. e3660 D
EX P. 03131 / 2023
C r V 1
F O
� 0p
ORCO 12" SQ. PILASTER
FOR 110 MPH 3 SEC. GUST @a EXP C
DESIGN CRITERIA PER THE 2019 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + 3 INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI na 28 DAYS.
5. REINFORCING STEEL: GRADE 60.
6. SEISMIC - 1 SEC. ACCELERATION = 60% PER SOILS REPORT.
Z MASONRY COMPRESSION STRENGTH f 'm = 2000 PSI.
ON
i
N
CAP UNIT
ORCO 12812 OR 12612
PILASTER CMU
SOLID GROUTED. —
SEE DIAGRAM
BELOW
#4 VERT.
DROP -IN BAR
#4 DOWEL W1 24" MIN
EXTENSION INTO CMU
J
U
�n
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
WEDGELOCK BLOCK, SLUMP BLOCK AND SPLITFACEBLOCKARE
ACCEPTABLE.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-112 PARTS
SAND TO 3-112 PARTS GRAVEL WITH A MAXIMUM OF 1-112 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE II/V. Fc = 2500 PSI
3, REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN WITH
VERTICAL CONTINUITY OF THE CELLS UNO.
6. ALL BLOCK CELLS SHALL BE SOLID GROUTED.
7. USE TYPE S MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 112 PART LIME TO 4-112 PARTS DAMP, LOOSE SAND.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 318" PEA
GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CONSRTUENTS.
9. BLOCKSTEM MAY BE WET -SET 1-1/2" INTO THE FOOTING WHILE THE
CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO EITHER EDGE
OF THE TRENCH TYPE FOOTING.
10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL
OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF 90%.
11. FIRST INSPECTION TO BEAFTER FOOTING TRENCHES ARE READYFOR
CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE. SECOND
INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN PLACE AND
THE BLOCK WALL IS READY TO GROUT.
12. PROVIDE EXPANSION/CONTROL JOINT EACH SIDE OF PILASTER WHERE
INTERSECTION BLOCK WALLS OCCUR.
ORCO 12812 OR 12612
PILASTER CMU
EQUAL (SOLID GROUTEL
2
F
2
1 MAX.
•
#4 HORZ. 9 12" OIC
EACH WAY Z -4�
' SQUARE FOOTING
NOTE
ONLY RUN WALL HORIZONTAL
FOOTING REINFORCEMENT
THROUGH PILASTER FOOTING,
WHEN INTERSECTING.
DETAIL #2
5' MIN. TO
DAYLIGHT
N
#4 VERTICAL
(AS SHOWN)
PILASTER CROSS
SECTION DETAIL
NOT TO SCALE
NOTE: DIMENSIONS ARE NOT TO SCALE.
ORCO Block & Hardscape
11100 Beach Blvd
Stanton, CA 90680
Tel. (714) 527-2239
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block
Criteria
Retained Height =
0.33 ft
Wall height above soil =
7.33 ft
Slope Behind Wall -
0.00
Height of Soil over Toe =
4.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
2.63 OK
Sliding =
4.08 OK
Total Bearing Load = 1,351 Ibs
...resultant ecc. = 5.33 in
Soil Pressure @ Toe =
1.246 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2 667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,745 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
6.9 psi OK
Footing Shear @ Heel =
0.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
148.4 Ibs
less 100% Passive Force = -
64.8 Ibs
less 100% Friction Force = -
540.3 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Project Name/Number : beazer homes_
Title Beazer Homes Page: 1
Dsgnr: GV Date: 10 FEB 2022
Description....
(02) 12" sq Pilaster
Pro Protect Files
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingliSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio
0.300
Stem Construction
Bottom
Stem OK
Design Height Above Ftc
ft =
0.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
LRFD
LRFD LRFD LRFD
Thickness
12.00
Rebar Size
=
# 4
Rebar Spacing
-
16.00
Rebar Placed at
Center
Design Data
--
fb/FB + fa/Fa
=
0.210
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
198.8
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# =
782.2
Moment..... Allowable
=
3,705.5
Shear..... Actual
Service Level
psi =
Strength Level
psi =
1.4
Shear..... Allowable
psi =
80.5
Anet (Masonry)
in2 =
139.50
Rebar Depth 'd'
in =
5.75
Masonry Data
f'm
psi =
2,000
Fy
psi =
60,000
Solid Grouting
-
Yes
Modular Ratio 'n'
=
16.11
Wall Weight
psf =
124.0
Equiv. Solid Thick.
in =
11.60
?SOP E SS 1044
Masonry Block Type
=
Medium Weight
p�° JERDUGO .
Masonry Design Method
=
LRFD
Concrete Data
f'c
psi -
Q o A
Fy
PSI--
N0. 83660 D
EXP 03/31/2023 tF
F OF CA``
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (02) 12" sq Pilaster
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Docunlents\RetainPro Project Files
RetainPro (c) 1987.2018, Build 11.18.11.29
License : KW-06059401
License To: ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2019,ACI 318-14,TMS 402-16
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.67 ft
Toe
Heel
Heel Width = 1.67
Factored Pressure = 1,745
0 psf
Total Footing Width = 2.33
Mu': Upward - 348
17 ft-#
Footing Thickness = 12.00 in
Mu': Downward - 88
88 ft-#
Mu: Design = 260
71 ft-#
Key Width = 0.00 in
Actual 1-Way Shear = 6.87
0.41 psi
Key Depth = 0.00 in
Allow 1-Way Shear = 40.00
40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing = None Spec'd
f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min As % - 0.0014 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm;== 3.00 in Toe: Not req'd: Mu < phi "5'lambda'sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area 0.47 in2
Min footing T&S reinf Area per foot 0.20 in2 / t
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Surninary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 31.0 0.44 13.7 Soil Over Heel = 25.3 2.00 50.6
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = 117.4 5.00 586.5 ' Axial Live Load on Stem =
Soil Over Toe = 25.6 0.33 8.5
Surcharge Over Toe =
Total 148.4 O.T.M. 600.3 Stem Weight(s) = 949.8 1.17 1,108.5
Earth @ Stem Transitions =
Footing Weighi = 350.1 1.17 408.6
Resisting/Overturning Ratio = 2.63 Key Weight =
Vertical Loads used for Soil Pressure = 1,350.8 Ibs Vert. Component =
Total = 1,350.8 Ibs R.M.= 1,576.2
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pcl 9ROF E SS ION
Horizontal Defl @ Top of Wall (approximate only) 0.114 in
I In above Ldit-ulaltun iti nut valid ii Ine heel soil bearing eXL(.'kjd:. that of the toe.
0 CO �m m
because the wall would then tend to rotate into the retained soil. a o
a NO 83660 D A
EXP 03/31/2023
qT C f V k �_ µ��P
F OF
O
ORCO CMU + T.S. FENCE W/ SPREAD FOOTING
FOR 110 MPH 3 SEC. GUST @ EXP C
DESIGN CRITERIA PER THE 2019 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + j INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
2. EQUIVALENT FLUID PRESSURE = 35 PCF` PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL: GRADE 60.
6. SEISMIC -1 SEC. ACCELERATION = 60% PER SOILS REPORT.
Z MASONRY COMPRESSION STRENGTH, f ',, = 2000 PSI.
GENERAL NOTES:
1. CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
WEDGELOCK BLOCK, SLUMP BLOCK AND SPLITFACEBLOCKARE
E. ACCEPTABL
Li
W
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS
SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS
ZO
m
OF WATER PER SACK. PORT LAND CEMENT SHALL CONFORM TO ASTM
OZ3
C 150 TYPE II/V. Fc = 2500 PSI
UO
00
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
I�
615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
Ind,
t�j
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
N
i0
IT IS LOCATED.
�W
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN WITH
U g
VERTICAL CONTINUITY OF THE CELLS UNO.
ry
#4 HORZ. CONT. @ 6. ALL BLOCK CELLS CONTAINING VERTICAL REBAR SHALL BE SOLID
BOND BE GROUTED.
(OR g "PENCIL RODS).
[ITOP
Z USE TYPE S MORTAR PROPORTIONED USING ASTM C 270 PART
Li
CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SAND.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8" PEA
#4 DOWEL @ 32" O/C GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
@ CENTER OF CMU. UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CONSTITUENTS.
^+
10"
9. BLOCK STEM MAY BE WET -SET 1-1/2" INTO THE FOOTING WHILE THE
CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO EITHER EDGE
#4 HORZ CONT. OF THE TRENCH TYPE F0077NG.
�o
@ 24" O/C
M
10. F0077NG MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL
OU EQUAL
�
OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF 90%.
EQUAL
�
O
•
v
11. FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE READY FOR
CONCRETE AND ALL REQUIRED STEEL IS 77ED IN PLACE. SECOND
INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN PLACEAND
THE BLOCK WALL IS READY TO GROUT.
11 MAXIMUM CONTROL JOINT SPACING: 40, O/C. 20' O/C FOR WALLS TO
#4 HORZ. CONT. BE MORTAR WASHED OR STUCCO COATED.
AS SHOWN
5' TO DAYLIGHT
Cie
Z-2•'
M
NOTE: DIMENSIONS ARE NOT TO SCALE
DETAIL #3
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
4
�``� 4eR DUG
BEAZER HOMES-
y �``
CANTERA @ CORAL MOUNTAIN Lu Q 2/Z g/•0ZZ v
TRACT No. 31249 N0 es66o D
LA QUINTA, CALIFORNIA * EXP. 03 1,,2023
i
m
m
J\FOF
F� �C A �� O j
ORCO CMU + T.S. FENCE W/ TRENCH FOOTING
FOR 110 MPH 3 SEC, GUST @ EXP C
DESIGN CRITERIA PER THE 2019 CBC:
1. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF + i INCR. FOR
WIND/SEISMIC PER SOILS REPORT.
Z EQUIVALENT FLUID PRESSURE = 35 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL: GRADE 60.
6. SEISMIC - 1 SEC. ACCELERATION = 60% PER SOILS REPORT.
7. MASONRY COMPRESSION STRENGTH, f ',,, = 2000 PSI.
vj
GENERAL NOTES:
C
1. CONCRETE BLOCKSHALL BE MANUFACTURED BY ORCO ASTM C 90.
p
WEDGELOCKBLOCL, SLUMP BLOCKANDSPLITFACEBLOCKARE
m
ACCEPTABLE.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-112 PARTS
GRAVEL WITH A MAXIMUM OF 1-112 GALLONS
C�
O
SAND TO 3-1/2 PARTS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE HIV. Fc = 2500 PSI
W
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
NEn
W
615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
L
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
2 Z
1%0
IT IS LOCATED.
L
#4 HORZ. CONT. @
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN WITH
ti O
TOP BOND BEAM VERTICAL CONTINUITY OF THE CELLS UNO.
5
(OR "'PENCIL RODS).
O
6. ALL BLOCK CELLS CONTAINING VERTICAL REBAR SHALL BE SOLID
a
GROUTED.
7.
USE TYPES MORTAR PROPORTIONED USING ASTM C 270 PART
•
#4 DOWEL @ 32" O/C
CEMENT TO 1/2 PART LIME TO 4-1/2 PARTS DAMP, LOOSE SAND.
@CENTER OF CMU.
8.
GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
V
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8" PEA
�o
GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
°p
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
O
#4 HORZ CONT.
WITHOUT SEGREGATION OF THE CONSTITUENTS.
Mco
@ 24" O/C
9.
BLOCK STEM MAY BE WET -SET 1-1/2" INTO THE FOOTING WHILE THE
CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO EITHER EDGE
O
•
OF THE TRENCH TYPE FOOTING.
10.
FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL
2
OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF 90%.
i MAX.
11.
FIRST INSPECTION TO BEAFTER FOOTING TRENCHES ARE READY FOR
CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE. SECOND
INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN PEACE AND
_
• #4 HORZ. CONTT,
@ 12" O/C
THE BLOCK WALL IS READY TO GROUT.
W
12.
MAXIMUM CONTROL JOINT SPACING: 40' 0/C. 20' O/C FOR WALLS TO
BE MORTAR WASHED OR STUCCO COATED.
ti
•
O
M
•
3" CLR.
7' TO DAYLIGHT
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
10"
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
NOTE: DIMENSIONSARE NOT TO SCALE.
4�
��� yEF2DUGO
BEAZER HOMES
DETAIL #3B
CANTERA @ CORAL MOUNTAIN w rnv m
Z/Z/2oZz
TRACT No. 31249 D
N0. 83660
LA QUINTA CALIFORNIA * EXP. 0313112023
�
P
J q r C/ V`
oq�,
F OF CA`�F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (03) cmu + is
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License : KW-06059401
Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY INC.
Criteria
Soil Data
Retained Height =
0.33 ft
Allow Soil Bearing
= 2,666.6 psf
Wall height above soil -
5.17 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
Water height over heel
0.0 ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.400
-
„n. _-
Soil height to ignore--:_
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.84 OK
Sliding =
2.59 OK
Total Bearing Load = 575 Ibs
...resultant ecc. = 7.05 in
Soil Pressure @ Toe =
773 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,083 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
1.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
113.7 Ibs
less 100% Passive Force = -
64.8 Ibs
less 100% Friction Force = -
229.8 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil =
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem Construction
end
Bottom
Stem OK
Design Height Above Fta
ft =
3.50
0.00
Wall Material Above "Ht"
=
Fence
Masonry
Design Method
=
LRFD
LRFD
LRFD
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
32.00
Rebar Placed at
=
Center
Design Data
fb/FB + fa/Fa
=
0.328
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
32.0
141.0
Moment.... Actual
Service Level
ft-#=
Strength Level
ft-# =
31.9
402.1
Moment..... Allowable
ft-#=
1,221.7
Shear..... Actual
Service Level
psi =
Strength Level
psi =
5.9
Shear..... Allowable
=
80.5
Anet (Masonry)
in2 =
23.77
Rebar Depth 'd'
in =
3.75
Masonry Data
f'm
psi =
2,000
Fy
psi =
60,000
Solid Grouting
=
No
Modular Ratio 'n'
=
16.11
Wall Weight
psf =
55.0
Equiv. Solid Thick.
=
4.90
QROF ESS l 0N4
Masonry Block Type
=
Medium Weight
��° - JERDUG0
Masonry Design Method
=
LRFD
Concrete Data
ra
ft
psi =
7 Q
Fy
PSI
NO 83660
* EXP 03/31/2023
V
Sar CIV
F °
OF CA0F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (03) cmu + is
This Wall in File: CAUserslgverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c) 1987-2018. Build 11.18.11.29
License : KW-06059401
License To: ORCO BLOCK COMPANY. INC,
Cantilevered Retaining Wall
Code: CBC 2019,AC1 318-14,TMS 402-16
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.75 ft
Toe
Heel
Heel Width = 1.42
Factored Pressure
= 1,083
0 psf
Total Footing Width = 2.17
Mu': Upward
= 253
0 ft-#
Footing Thickness = 12.00 in
Mu': Downward
= 92
91 ft-#
Mu: Design
= 161
91 ft-#
Key Width = 0.00 in
Actual 1-Way Shear
= 3.55
1.39 psi
Key Depth = 0.00 in
Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing
= None Spec'd
f'c = 2,500 psi Fy = 60,000 psi
Heel Reinforcing
= None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing
= None Spec'd
Min. As % - 0.0014
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btmt 3.00 in
Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Key: No key defined
Min footing T&S reinf Area 0.44 in2
Min footing T&S reinf Area per foot 0.20 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance
Moment Force Distance
Moment
Item Ibs ft
ft-# Ibs ft
ft-#
Heel Active Pressure = 31.0 0.44
13.7 Soil Over Heel = 28.4 1.79
509
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 82.8 3.91
323.8 * Axial Live Load on Stem =
=
Soil Over Toe = 28.8 0.38
108
Surcharge Over Toe =
Total 113.7 O.T.M.
337.6 Stem Weight(s) = 192.5 1.08
208.5
Earth @ Stem Transitions=
_ =
Footing Weighl = 324.9 1.08
351.9
Resisting/Overturning Ratio =
1.84 Key Weight =
Vertical Loads used for Soil Pressure = 574.6 Ibs Vert. Component =
Total = 574.6 Ibs R.M.=
622.1
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
?PofESSiOH4
�ERDUOC Fy
Horizontal Defl @ Top of Wall (approximate only)
0.055 in �Q�°
h (`� �� C
11ia:.1ln vu Lalcu6nlun c uul ,and a ;fit- Ilea:::, : l bearing u�� ::,u . ::xceeds that of the toe. � Q`
% ti
because the wall would Then tend to rotate into the retained soil.
a
D �
NO 83660
EXP 03/31/2023
sv C/V1� �v
TF OF CA0F`�
ORCO Block & Hardscape
Project Title:
11100 Beach Blvd
Engineer:
Stanton, CA 90680
Project ID:
Project Descr:
Tel. (714) 527-2239
P OOtltl Embedded in Soil C:\Users\gverdugo\0NEDRI-11000UME-1\ENERCA-1\beazerhomes_canteraatcoralmounlain_laquinta.ec6.
g Software eapyrlght ENERCALC, INC.1983-2018, Build:10.18.11.27 .
. • ` • BLOCK COMPANY
Description : (03b) CMU wall with fence -Trench Footing
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Pole Footing Shape Rectangular
Pole Footing Width ............. 10.0 in
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive .................. 250.0 pcf
Max Passive ................... 2,500.0 psf
Controlling Values
Governing Load Combination: +D+0.60W+H
Lateral Load 0.08010 k
Moment 0.2403 k-ft
io
NO Ground Surface Restraint
Pressures at 1/3 Depth Distributed Load Soil Surface No lateral restraint
Actual 182.038 psf
Allowable 182.225 psf
Minimum Required Depth
2.250 ft
Footing Base Area
0.6944 ftA2
Maximum Soil Pressure
0.0 ksf
Applied Loads
Lateral Concentrated Load (k)
Lateral Distributed Loads (klQ
Vertical Load (k)
D : Dead Load
k
k/ft
k
Lr : Roof Live
k
k/ft
k
L : Live
k
k/ft
k
S : Snow
k
k/ft
k
W : Wind
k
0.02225
k/ft
k
E : Earthquake
k
0.01520
k/ft
k
H : Lateral Earth
k
k/ft
k
Load distance above
TOP of Load above ground surface
ground surface
ft
6.0
ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forces @ Ground Surface
Required
Pressure at 1/3 Depth Soil Increase
Load Combination
Loads - (k) Moments - (ft-k)
Depth • (ft)
Actual • (psf)
Allow - (psf) Factor
+D+H
0.000 0.000
0.13
0.0
0.0 1.000
+D+L+H
0.000 0.000
0.13
0.0
0.0 1.000
+D+Lr+H
0.000 0.000
0.13
0.0
0.0 1.000
+D+S+H
0.000 0.000
0.13
0.0
0.0 1.000
+D+0.750Lr+0.750L+H
0.000 0.000
0.13
0.0
0.0 1.000
+D+0.750L+0.750S+H
0.000 0,000
0.13
0.0
ARE s s 10 1.000
Q
+D+0.60W+H
0.080 0,240
2.25
182.0
1IF.'2DUG <
+D-0.60W+H
0.080 0.240
2.25
182.0
ee° <1
1�
k` 182 01b,
+D+0.750Lr+0.450W+H
0.060 0.180
2.00
162.5
CO 5 1.00U m
w Q O m
� D A
NO 83660
* EXP 03/31/2023
s'TF C / V `�
o�``�•�:
OF CAL'
ORCO Block & Hardscape
Project Title:
11100 Beach Blvd
Engineer:
Stanton, CA 90680
Project ID:
Project Descr:
Tel. (714) 527-2239
Pole Footing Embedded in Soil C:\Users\gverdugo\ONEDRI-1\DOCUME-1\ENERCA-1\beazerhomes_canteraatcoralmountain_laquinta.ec6
g Software copyright ENERCALC. INC.1983-2018, Bulld:10.16.11.27
Description : (03b) CMU wall with fence -Trench Footing
+D+0.750Lr-0.450W+H
0.060
0.180
2.00
162.5
163.5
1.000
+D+0.750S+0.450W+H
0.060
0.180
2.00
162.5
163.5
1.000
+D+0.750S-0.450W+H
0.060
0.180
2.00
162.5
163.5
1.000
+0.60D+0.60W+0.60H
0.080
0.240
2.25
182.0
182.2
1.000
+0.60D-0.60W+0.60H
0.080
0.240
2.25
182.0
182.2
1.000
+D+0.70E+0.60H
0.064
0.192
2.13
166.7
167.2
1.000
+D-0.70E+0.60H
0.064
0.192
2.13
166.7
167.2
1.000
+D+0.750L+0.750S+0.5250E+H
0.048
0.144
1.88
148.7
150.3
1.000
+D+0.750L+0.750S-0.5250E+H
0.048
0.144
1.88
148.7
150.3
1.000
+0.60D+0.70E+H
0.064
0.192
2.13
166.7
167.2
1.000
+0.60D-0.70E+H
0.064
0.192
2.13
166.7
167.2
1.000
Q,OFESS/0
4
ta .IERDUG0 Fc.
y (b / � 2
c� {'t1 m
a Q - DID
NO 83660 D
EXP 03/31/2023
�9r CIVIC-
�?\G
F OF CAL\FO
ORCO 6' HIGH WALL W/ RETAINING & SPREAD FOOTING
FOR 110 MPH WIND 3 SEC, GUST @a EXP C
SPECIAL INSPECTION NOTE:
PROVIDE LEVEL 2 SPECIAL INSPECTION PER TMS 602-16 TABLES 3 & 4 OF THE
MASONRY STEM.
#4 HORZ. CONT.
@ 24" O/C
2 ego
O
O�
�O f
p1PX'
0 2,1
v 5' TO DAYLIGHT
1. 6"
12"
CAP UNIT
ORCO 6816 OR 6616 CMU
GROUTED ONLY @ VERT STEEL
#4 DROP -IN BAR @32" 01C.
PROVIDE 24"LAP INTO 8" CMU.
#6 STD JOINT REINFORCEMENT
@ 24" 01C. USE #5 STD.
FOR SLUMP BLOCK.
NOTE PROVIDE #4 DOWEL &
#4 DROP -IN BAR AT EACH
SIDE OF CONTROL JOINTS,
ENDS OF WALLS AND @ WALL
HEIGHT CHANGES
LEVEL BACKFILL COMPACTED
TO MIN. 90% COMPACTION
PER ASTM 1557-D
1. ALLOWABLE SOIL BEARING PRESSURE = 1700 PSF + j INCR. WIND/SEIMIC
2. EQUIVALENT FLUID PRESSURE = 45 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 240 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
5. REINFORCING STEEL : GRADE 60.
6. SEISMIC -1 SEC. ACCELERATION = 100% PER SOILS REPORT.
7. MASONRY COMPRESSION STRENGTH f 'm = 2000 PSI.
D' DOWEL
4" DIA. SDR 35 PERF PIPE
W1IFT WIDE OF;"
GRAVEL WRAPPED W1
MIRAFI 14ON FILTER
O FABRIC TO WITHIN IFT OF
FG - SLOPE TO DRAIN.
WATERPROOF BACKSIDE
OF RETAINING WALL.
B'
NOTE: DIMENSIONS ARE NOT TO SCALE.
F'BAR
#4 HORZ. CONT. @
12" 01C AS SHOWN.
'A'
'B'
'C'
'D' DOWEL
'E' BAR
2'-0"
2'-6"
N/A
#4@32" OIC 33"
J
#4@32' OIC /8"
F
8-
6"
2'-8"
2'-6"
N/A
#4@16" OIC 14/"
#4@16" OIC /8"
8" —1
6" F
3'-4"
2'-6"
N/A
#4@16" OIC I49`
J
#4@l6" OIC 18"
8„
6"
4'-0"
2'-9"
4"
#4@16" OIC 57"
J
#4@16" OIC 21'
F
8"
8"
4'-8" 3'-0"
4"
#4@16" OIC I65"
I
#4@16" OIC 24"
8"
8" F
GENERAL NOTES:
1. CONCRETE BLOCKSHALL BE MANUFACTURED BY ORCO ASTM C 90.
WEDGELOCK BLOCK, SLUMP BLOCKAND SPLITFACE BLOCKARE
ACCEPTABLE.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2
PARTS SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2
GALLONS OF WATER PER SACK. PORTLAND CEMENT SHALL
CONFORM TO ASTM C 150 TYPE IIIV. Fc = 2500 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM
A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
WHICH IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN
WITH VERTICAL CONTINUITY OF THE CELLS UNO.
6. ALL RETAINING WALL BLOCK CELLS SHALL BE SOLID GROUTED.
7. USE TYPE S MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 1/2 PART LIME TO 4-112 PARTS DAMP, LOOSE SAND.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8"
PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND
BLOCK UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD
GROUT FLOW). WATER SHALL BEADDED TO PRODUCE GOOD
GROUT FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS.
9. BLOCK STEM MAY BE WET -SET 1-1/2" INTO THE FOOTING WHILE
THE CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TRENCH TYPE FOOTING.
10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL
SOIL OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF
90%.
11. FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE READY
FOR CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE.
SECOND INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN
PLACE AND THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM CONTROL JOINT SPACING. 40' 0/C. 20' 0/C FOR WALLS
TO BE MORTAR WASHED OR STUCCO COATED.
DETAIL #4
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
BEAZER HOMES
CANTERA @ CORAL MOUNTAIN
TRACT No. 31249
LA QUINTA, CALIFORNIA
�JERDLJGO
�v
Z/i o IZa ZL D ou
NO 83660
* EXP 0JI311202J
v
rqr C'v,�-
OF clk
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04a) 2'-0" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block
Criteria
Retained Height =
2.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall -
0.00
Height of Soil over Toe -
6.00 in
Water height over heel
0.0 ft
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.85 OK
Sliding
2.17 OK
Total Bearing Load = 1,118 Ibs
...resultant ecc. = 8.32 in
Soil Pressure @ Toe =
1,339 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,874 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
5.5 psi OK
Footing Shear @ Heel =
3.9 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
253.6 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
447.4 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Pro Project Files
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Stem Construction
Design Height Above Ftg
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# _
Moment..... Allowable
ft-# _
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
f'm
psi =
Fy
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf=
2nd
Stem OK
2.00
Masonry
LRFD
6.00
# 4
32.00
Center
Adjacent Footing Load
Adjacent Footing Load =
0.0 Il)s
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
0.0 ft
at Back of Wall
Poisson's Ratio -
0.300
Bottom
Stem OK
0.00
Masonry
LRFD LRFD LRFD
8.00
# 4
32.00
Edge
0.543 0.506
160.2 272.2
480.6 875.7
884.2 1,727.9
9.1 3.0
80.5 80.5
17.53 91.50
2.75 5.25
2,000 2,000
60,000 60,000
No Yes
16.11 16.11
42.0 78.0
Load Factors
Building Code
CBC 2019,ACI
Equiv. Solid Thick. in = 3.90 7.60
ROFESsro
e ha
Dead Load
1.200
Masonry Block Type = Medium Weight
v�ERDUg Fy.
Live Load
1.600
Masonry Design Method = LRFD
�,
Earth, H
1.600
Concrete Data
/ m m
Wind, W
1.000
fc psi
w Q D° A
Seismic, E
1.000
Fy psi =
NO 03660
* EXP 03/31/2023
�4T C / v
0
F oF_-CA``F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04a) 2'-0" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
HetelnPro (C) 1907-201H, trulra 11.15.11.z9
License : KW-06059401
License To: ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2019,AC1 318-14,TMS 402-16
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.50 ft
Toe
Heel
Heel Width = 2.00
Factored Pressure
= 1,874
0 psf
Total Footing Width = 2.50
Mu': Upward
= 211
24 ft-#
Footing Thickness = 12.00 in
Mu': Downward
= 52
507 ft-#
Mu: Design
= 159
483 ft-#
Key Width = 0.00 in
Actual 1-Way Shear
= 5.51
3.88 psi
Key Depth = 0.00 in
Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing
= None Spec'd
f'c = 2,500 psi Fy = 60,000 psi
Heel Reinforcing
= None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing
= None Spec'd
Min. As % - 0.0014
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btmt 3.00 in
Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Key: No key defined
Min footing T&S reinf Area 0.50 in2
Min footing T&S reinf Area per foot 0.20 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance
Moment Force Distance
Moment
Item Ibs ft
ft-# Ibs ft
ft-#
Heel Active Pressure = 157.5 1.00
157.5 Soil Over Heel = 306.7 i.83
562.2
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 96.1 6.00
576.7 * Axial Live Load on Stem =
=
Soil Over Toe = 28.8 0.25
7.2
Surcharge Over Toe =
Total 253.6 O.T.M.
734.2 Stem Weight(s) = 408.0 0.78
319.0
Earth @ Stem Transitions =
_ -
Footing Weighi = 375.0 1.25
468.8
Resist!ng/Overturning Ratio =
1.85 Key Weight =
Vertical Loads used for Soil Pressure = 1,118.4 Ibs Vert. Component =
Total = 1,118.4 Ibs R.M.=
1,357.2
* Axial live load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
QROFESS I ONQ
Horizontal Defl @ Top of Wall (approximate only)
0.119 in ���° - JeRDUg
I he above .:alculatlon 1s I lot vallu 0 lilt h6el sud ur-annfl ur4U*5u1t t:xceedS that of the lot
/ 0 Z
because the wall would then tend to rotate into the
CO
retained soil. 4
0
NO. 83660
J4rP
EXP. 03/31/2023
C / V
OF CAUNF
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04b) 2'-8" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c) 1987-2018, Build
License : KW-06059401
11.18.11.29
Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Criteria
I
Soil Data
Retained Height
= 2.67 ft
Allow Soil Bearing = 2,666.6 psf
Wall height above soil
6.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall
= 0.00
Height of Soil over Toe
= 6.00 in
=
Water height over heel
= 0.0 ft
Passive Pressure = 166.7 psf/ft
f
Soil Density, Heel = 115.00 pc
Soil Density, Toe = 115.00 pcf
FootingIlSoil Friction = 0.400
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads
Surcharge Over Heel =
0.0 Psi
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.71 OK
Sliding =
1.85 OK
Total Bearing Load - 1,273 Ibs
...resultant ecc. = 8.78 in
Soil Pressure @ Toe =
1,639 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,295 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
6.9 psi OK
Footing Shear @ Heel =
5.2 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
331.8 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
509.4 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 It
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Stem Construction
Design Height Above Ftg
ft=
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
ft-# =
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
f'm
psi =
Fy
psi =
Solid Grouting
=
Modular Ratio 'n'
_
Wall Weight
psf=
2nd
Stem OK
2.67
Masonry
LRFD
6.00
# 4
32.00
Center
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio -
0.300
Bottom
Stem OK
0.00
Masonry
LRFD LRFD LRFD
8.00
# 4
16.00
Edge
0.543 0.321
160.2 359.8
480.6 1,086.0
884.2 3,368.0
9.1 3.9
80.5 80.5
17.53 91.50
2.75 5.25
2,000 2,000
60,000 60,000
No Yes
16.11 16.11
42.0 78.0
Equiv. Solid Thick. in = 3.90 7.60 PROF E S S 1 0"4
Masonry Block Type = Medium Weight ° -11eRODo0
Masonry Design Method = LRFD
Concrete Data „ / m m
f'c PSI
Fy PSI = NO 83660 D
EXP 03/31/2023
�9r C/V 1\- 0pav
F OF
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04b) 2'-8" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Project Files
RetalnPro (C) 1987-2018, Idulld l l.W.11.29
License: KW-06059401
License To: ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2019,AC1 318-14,TMS 402-16
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.50 ft
Toe
Heel
Heel Width = 2.00
Factored Pressure
= 2,295
0 psf
Total Footing Width = 2.50
Mu': Upward
= 256
14 ft-#
Footing Thickness = 12.00 in
Mu': Downward
= 52
609 ft-#
Mu: Design
= 204
595 ft-#
Key Width = 0.00 in
Actual 1-Way Shear
= 6.89
5.17 psi
Key Depth = 0.00 in
Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing
= None Spec'd
f'c = 2,500 psi Fy = 60,000 psi
Heel Reinforcing
= None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing
= None Spec'd
Min. As % - 0.0014 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btmt 3.00 in
Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Key: No key defined
Min footing T&S reinf Area 0.50 in2
Min footing T&S reinf Area per foot 0.20 in2 At
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING........RESISTING.....
Force Distance Moment Force Distance
Moment
Item Ibs ft ft-# Ibs ft
ft-#
Heel Active Pressure = 235.7 1.22 288.3 Soil Over Heel = 409.4 1.83
750.6
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = 96.1 6.67 641.1 * Axial Live Load on Stem =
- Soil Over Toe = 28.8 0.25
7.2
Surcharge Over Toe =
Stem Weight(s) = 460.3 0.79
362.6
Total 331.8 O.T.M. 929.5
Earth @ Stem Transitions =
= Footing Weigh = 375.0 1.25
468.8
Resisting/Overturning Ratio = 1.71 Key Weight =
Vertical Loads used for Soil Pressure = 1,273.4 Ibs Vert. Component =
Total = 1,273.4 Ibs R.M.=
1,589.1
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
QROF E S S I o44
Horizontal Defl @ Top of Wall (approximate only) 0.158 in
h �l c ,
I lie above 4lc aulation Is nut ralld li the heel sod beanngyresul sr ex(:eeds that of the toe_t�,o
2
because the wall would than tend to rotate Into the retained soil. I a a
v
I
NOA3660 D 1
EXP. 03/31/2023 * /
P
r 4T C V \ \.
U
F OF CA0F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04c) 3'-4" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Project Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License : KW-06059401
Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Criteria
Soil Data
Retained Height =
3.33 ft
Allow Soil Bearing = 2,666.6 psf
Wall height above soil =
6.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe -
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure - 166.7 psf/ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
FootingIlSoil Friction = 0.400
Soil height to ignore
for passive pressure 12 00 in
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.54 OK
Sliding _
1.59 OK
Total Bearing Load = 1,426 Ibs
...resultant ecc. = 9.62 in
Soil Pressure @ Toe =
2,121 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,969 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
8.9 psi OK
Footing Shear @ Heel =
6.8 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
424.2 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
570.4 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1 600
Earth, H
1 600
Wind, W
1 000
Seismic, E
1 000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load =
0 0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist -
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem Construction
'
2nd
Bottom
Stem OK
Stem OK
Design Height Above Ftg
ft =
3.33
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
=
LRFD
LRFD
LRFD LRFD
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
16.00
Rebar Placed at
=
Center
Edge
Design Data
fb/FB + fa/Fa
=
0.543
0.402
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
470.7
Moment.... Actual
Service Level
ft-#=
Strength Level
ft-# =
480.6
1,358.7
Moment..... Allowable
ft-# =
884.2
3,368.0
Shear..... Actual
Service Level
psi =
Strength Level
psi =
9.1
5.1
Shear..... Allowable
psi =
80.5
80.5
Anet (Masonry)
in2 =
17.53
91.50
Reber Depth 'd'
in =
2.75
5.25
Masonry Data
f'm
psi =
2,000
2,000
Fy
psl =
60,000
60,000
Solid Grouting
=
No
Yes
Modular Ratio 'n'
-
16.11
16.11
Wall Weight
psf =
42.0
78.0
Equiv. Solid Thick.
Masonry Block Type
in =
3.90
Medium Weight
7.60
QROF E S S / 01V
=
Masonry Design Method
=
LRFD
Concrete Data
f'c
psi =
Q o
I, D
Fy
psi =
NO 03660
EXP 03/31/2023
C
sal C/V1� a�
F - o
OF CAS F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page : 2
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04c) 3'-4" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block
Footing Dimensions & Strengths
Toe Width
= 0.50 ft
Heel Width
= 2.00
Total Footing Width
= 2.50
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
f'c = 2,500 psi Fy
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0014
Cover @ Top 2.00
@ Btm� 3.00 in
Cantilevered Retaining Wall
Code: CBC 2019,AC1 318-14,TMS 402-16
Footing Uesign Hesuns
Toe
Heel
Factored Pressure = 2,969
0 psf
Mu' : Upward = 325
2 ft-#
Mu': Downward = 52
711 ft-#
Mu: Design = 273
709 ft-#
Actual 1-Way Shear = 8.94
6.81 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Key: No key defined
Min footing T&S reinf Area 0.50 in2
Min footing T&S reinf Area per foot 0.20 in2 At
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance
Moment Force Distance Moment
Item Ibs ft
ft-# Ibs ft ft-#
Heel Active Pressure = 328.1 1.44
473.6 Soil Over Heel = 510.6 1.83 936.1
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 96.1 7.33
704.6 * Axial Live Load on Stem =
Soil Over Toe = 28.8 0.25 7.2
Surcharge Over Toe =
Total 4242 O.T.M.
1,178.1 Stem Weight(s) = 511.7 0.79 405.5
Earth @ Stem Transitions=
_ =
Footing Weighl = 375.0 1.25 468.8
Resisting/Overturning Ratio =
1.54 Key Weight =
Vertical Loads used for Soil Pressure = 1,426.1
Ibs Vert. Component =
Total = 1,426.1 Ibs R.M.= 1,817.5
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci Q OF E S S / Oho
o G
R�U
Horizontal Defl @ Top of Wall (approximate only)
0.220 in ?� Fy
CFiIIU it H it. I k:ca s,ul, I
vJ
111CI )1 L 1,-eeds that of the toe.1Z
�m
because the wall would then tend to rotate into the retained soil m
A Q o
NO. 83660 D
EXP 03/31/2023
f� C / V
� 4r� P
0 ,
or CA`\F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description.. .
Tel. (714) 527-2239 (04d) 4'-0" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Com
Criteria
Retained Height =
4.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.67 OK
Sliding =
1.71 OK
Total Bearing Load - 1,784 Ibs
...resultant ecc. = 9.76 in
Soil Pressure @ Toe =
2,117 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,964 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
9.4 psi OK
Footing Shear @ Heel =
7.7 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
533.6 Ibs
less 100% Passive Force = -
196.8 Ibs
less 100% Friction Force = -
713.4 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
nPro Project Files
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Code: CBC 2019,AC1 318-14JMS 402-16
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem Construction
2nd
Bottom
Stem OK
Stem OK
Design Height Above Ftg
ft -
4.00
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
-
LRFD
LRFD
LRFD LRFD
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
16.00
Rebar Placed at
-
Center
Edge
Design Data
fb/FB + fa/Fa
=
0.543
0.509
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
608.2
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
480.6
1,718.7
Moment..... Allowable
ft-# =
884.2
3,368.0
Shear..... Actual
Service Level
psi =
Strength Level
psi =
9.1
6.6
Shear..... Allowable
psi =
80.5
80.5
Anet (Masonry)
in2 =
17.53
91.50
Rebar Depth 'd'
in =
2.75
5.25
Masonry Data
f'm
psi =
2,000
2,000
Fy
psi =
60,000
60,000
Solid Grouting
=
No
Yes
Modular Ratio 'n'
=
16.11
16.11
Wall Weight
psf =
42.0
78.0
Equiv. Solid Thick.
in =
3.90
7.60
,,Of E SS / 0N4
Masonry Block Type
=
Medium Weight
�11° deRDUG
Masonry Design Method
Concrete Data
=
LRFD
m m m
f'c
psi =
T Q o A
Fy
PSI -
N0. 83660 D i
EXP 03/31/2023 * ,'
O
P OF CA`\F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04d) 4'-0" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License : KW-06059401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY. INC.
Footing Dimensions & Strengths
Toe Width
= 0. '0 ft
Heel Width
= 2.25
Total Footing Width
= 2.75
Footing Thickness
= 12.00 in
Key Width = 12.00 in
Key Depth = 4.00 in
Key Distance from Toe = 0.50 ft
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % - 0.0014
Cover @ Top 2.00 @ Btm.= 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure = 2,964
0 psf
Mu': Upward = 334
41 ft-#
Mu': Downward = 52
1,111 ft-#
Mu: Design = 282
1,070ft-#
Actual 1-Way Shear = 9.39
7.69 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Key: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Min footing T&S reinf Area 0.55 in2
Min footing T&S reinf Area per foot 0.20 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11 90 in #4@ 23.81 in
#5 @ 18.45 in #5 @ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance
Moment
Item Ibs
ft
ft-# Ibs ft
ft-#
Heel Active Pressure = 437.5
1.67
729.2 Soil Over Heel = 728.3 1•96
1,426.3
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 96.1
8.00
769.0 * Axial Live Load on Stem =
=
Soil Over Toe = 28.8 0.25
7.2
Surcharge Over Toe =
Total 533.6
O.T.M.
1,498.1 Stem Weight(s) = 564.0 0.80
449.0
Earth @ Stem Transitions=
Footing Weighi = 412.5 1.38
567.2
Resisting/Overturning Ratio
=
1.67 Key Weight = 50.0 1.00
50.0
Vertical Loads used for Soil Pressure
= 1,783.6
Ibs Vert. Component =
Total = 1,783.6 Ibs R.M.=
2,499.7
' Axial live load NOT included in total displayed, or used for
overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.214 in
I tic: ,: n ,:; i,ul Vd110 it 1114: !k-:ul t.vii Ix:ohl. iiv ex,.g-t:ut. Thal of the toe,
because the wall would then tend to rotate into the retained soil.
QROFESSION4�
�e ZDUG m2
c� ca (qil m i
N0. 63660 D
iF EXP. 03/31/2023 �r
1p, C f V
F OF CA`,EO
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04e) 4'-8" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Project Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License: KW-06059401
Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Criteria
Soil Data
Retained Height =
4.67 ft
Allow Soil Bearing = 2,666.6 psf
Wall height above soil =
6.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 166.7 psf/ft
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.73 OK
Sliding =
t 59 OK
Total Bearing Load - 2,130 Ibs
...resultant ecc. - 10.23 in
Soil Pressure @ Toe =
2,192 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
3,069 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
10.0 psi OK
Footing Shear @ Heel =
8.6 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
658.7 Ibs
less 100% Passive Force = -
196.8 Ibs
less 100% Friction Force = -
851.8 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1 600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Soil Density, Heel = 115.00 pcf
Soil Density, Toe - 115.00 pcf
FootingIlSoil Friction 0.400
i
Soil height to ignore t" A
for passive pressure - 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Stem Construction
Design Height Above Ftg
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
_
Design Data -
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# _
Moment..... Allowable
ft-#=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
f'm
psi =
Fy
psi =
Solid Grouting
=
Modular Ratio 'n'
_
Wall Weight
psf=
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
2nd
Stem OK
4.67
Masonry
LRFD
6.00
# 4
32.00
Center
Adjacent Footing Load
Adjacent Footing Load =
0 0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Bottom
Stem OK
0.00
Masonry
LRFD LRFD LRFD
8.00
# 4
16.00
Edge
0.543 0.646
160.2 770.8
480.6 2,179.3
884.2 3,368.0
9.1 8.4
80.5 80.5
17.53 91.50
2.75 5.25
2,000 2,000
60,000 60,000
No Yes
16.11 16.11
42.0 78.0
in= 3.90 7.60 QROF ESS 10N
= Medium Weight QtP ISRDUG
= LRFD
PSI
PSI = N0. 83660 D z
�
* EXP 03/31/2023 * !
sqr C/V
F OF-CA`\FO
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 10 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (04e) 4'-8" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDhve - ORCO Block Company\Documents\RetainPro Project Files
HetainF'ro (c) 1997-zuie. tiuua n.ia.n.zv
License: KW-06059401
Cantilevered Retaining Wall
Code: CBC 2019,ACI 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.50 ft
Toe
Heel
Heel Width = 2.50
Factored Pressure = 3,069
0 psf
Total Footing Width = 3.00
Mu' : Upward = 351
123 ft-#
Footing Thickness = 12.00 in
Mu': Downward = 52
1,637 ft-#
Mu: Design = 299
1,514 ft-#
Key Width = 12.00 in
Actual 1-Way Shear = 10.01
8.63 psi
Key Depth = 4.00 in
Allow 1-Way Shear = 40.00
40.00 psi
Key Distance from Toe = 0.50 ft
Toe Reinforcin - None S ec'd
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0014
Cover @ Top 2.00 @ Btm.= 3.00 in
g - p
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5'lambda'sgrt(f'c)`Sm
Heel: Not req'd: Mu < phi'5'lambda'sgrt(f'c)`Sm
Key: Not req'd: Mu < phi'5'lambda`sgrt(f'c)`Sm
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.90 in
#5@ 18.45 in
#6@ 26.19 in
0.60 in2
0.20 in2 /ft
If two layers of horizontal bars:
#4@ 23.81 in
#5@ 36.90 in
#6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 562.6
1.89 1,063.3
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 96.1
8.67 833.4
Total 658.7
O.T.M. 1,896.7
Resisting/Overturning Ratio
= 1.73
Vertical Loads used for Soil Pressure =
2,129.6 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel =
984.6
2.08
2,051.2
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
28.8
0.25
7.2
Surcharge Over Toe =
Stem Weight(s) =
616.3
0.80
492.6
Earth @ Stem Transitions =
Footing Weighi =
450.0
1.50
675.0
Key Weight =
50.0
1.00
50.0
Vert. Component =
Total =
2,129.6 Ibs
R.M.=
3,276.0
• Axial live load NOT included in
total displayed,
or used for overturning
resistance, but is included for soil
pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.217 in
i lia ;Iuuv%_ licit, ].- nut Vaho it Iris heel soil beannu I ies_.;ui t: ;ouds flial of the toe.
because the wall would then lend to rotate inlo the telained soil.
QROFESSIOA,
eko Jr-RDUG m
m
� D �
NO 83660
* EXP 03/31/2023
S� C / V
rF - oa
Op CALF
ORCO 6' HIGH WALL W/ RETAINING & HEELBACK FOOTING
FOR 110 MPH WIND 3 SEC. GUST @a EXP C
SPECIAL INSPECTION NOTE:
PROVIDE LEVEL 2 SPECIAL INSPECTION PER TMS 602-16 TABLES 3
& 4 OF THE MASONRY STEM.
i CAP UNIT
1. ALLOWABLE SOIL BEARING PRESSURE = 1700 PSF + j INCR. WIND/SEIMIC
2. EQUIVALENT FLUID PRESSURE = 45 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 240 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI 0) 28 DAYS.
5. REINFORCING STEEL : GRADE 60.
6. SEISMIC - I SEC. ACCELERATION = 100% PER SOILS REPORT.
7. MASONRY COMPRESSION STRENGTH f 'm = 2000 PSI.
ORCO 6816 OR 6616 CMU
_
GROUTED ONLY @ VERT STEEL
GENERAL NOTES:
1.
CONCRETE BLOCK SHALL BE MANUFACTURED BY ORCO ASTM C 90.
WEDGELOCK BLOCK, SLUMP BLOCKAND SPLITFACE BLOCKARE
#4 VERT OROPdN BAR @ 32" o/c
@ CENTER OF CMU.
ACCEPTABLE.
PROVIDE 24" MIN LAP INTO 8"CMU
2.
CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/1
PARTS SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2
£
#6 STD JOINT REINFORCEMENT
GALLONS OF WATER PER SACK. PORTLAND CEMENT SHALL
4
@ 24" O/c. USE #557D.
CONFORM TO ASTM C 150 TYPE II/V Fc = 1500 PSI
�O
FOR SLUMP BLOCK.
3.
REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM
A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4.
REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
WHICH IT IS LOCATED.
5.
CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN
WITH VERTICAL CONTINUITY OF THE CELLS UNO.
LEVEL BACKFILL COMPACTED
TO MIN. 90% COMPACTION
6.
ALL RETAINING WALL BLOCK CELLS SHALL BE SOLID GROUTED.
PER ASTM 1557-D
—
7.
USE TYPE S MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 1/1 PART LIME TO 9 1/2 PARTS DAMP, LOOSE SAND.
#4 HORZ CONT.
@ 24" O/C
—III —
8.
GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
c DowEc
@ EOGE OF 8"CMU 12"
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8"
PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND
S
4"DIA. SDR 35 PERF PIPE
BLOCK UNOBSTRUCTED CELL SIZE 15 SUFFICIENT TO ALLOW GOOD
W/ I FT WIDE OF
GROUT FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD
2 U'
..0
2"CLR GRAVEL WRAPPED W1
MIRAFI 14ON FILTER
GROUT FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS.
y`d
W F
FABRIC TO WITHIN I FT OF
FG - SLOPE TO DRAIN.
9.
BLOCK STEM MAY BE WET -SET 1-1/2" INTO THE FOOTING WHILE
s o
WATERPROOF BACKSIDE
OF RETAINING WALL
Lo
THE CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO
ol
EITHER EDGE OF THE TRENCH TYPE FOOTING.
V Bna
n.
10.
FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL
3'C1.R
SOIL OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF
ti
11.
FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE READY
FOR CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE.
• 44 HORZ. CONT.
SECOND INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN
3' CL R.
@ 12" O/C
12,
PLACE AND THE BLOCK WALL IS READY TO GROUT.
MAXIMUM CONTROL JOINT SPACING: 40' O/C. 20' O/C FOR WALLS
3" cLR
TO BE MORTAR WASHED OR STUCCO COATED.
'A' 'B'
�'C'SVBNA RS
2'-0"
2'-6"
#4@32" 0/C
#4@16" 0/C
2'-8"
2'-6"
3'-4"
2'-9"
#4@16" 0/C
4'-0"
3'-0"
#4@16" 0/C
#4@16" 0/C
4'-8"
3'-3"
DETAIL #5
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
PN, VIIV4
qko J�-RDUG F
BEAZER HOMESU,
m m
��Zo2 2--CANTERA @ CORAL MOUNTAIN 2 �Z D
N0. 83660
TRACT No. 31249 * EXP. OJIJI12023
LA QUINTA, CALIFORNM c
NOTE: DIMENSIONS ARE NOT TO SCALE. qTF OF
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05a) 2'-0" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block
License : KW-06059401
License To: ORCO BLOCK COMPANY, INC.
Criteria
Retained Height =
2.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.70 OK
Sliding =
2.31 OK
Total Bearing Load = 1,205 Ibs
...resultant ecc. = 9.85 in
Soil Pressure @ Toe =
1.871 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2.667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,619 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
3.7 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
253.6 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
481.9 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
ments\RetainPro Project Files
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 It
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Stem Construction
Design Height Above Ftg
ft=
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
ft-# =
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
f'm
psi =
Fy
psi =
Solid Grouting
=
Modular Ratio'n'
-
Wall Weight
psf=
2nd
Stem OK
2.00
Masonry
LRFD
6.00
# 4
32.00
Center
Code: CBC 2019,AC1 318-14,TMS 402-16
Adjacent Footing Load
Adjacent Footing Load =
0.0 ibs
Footing Width =
0.00 ft
Eccentricity -
0.00 in
Wall to Ftg CL Dist -
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio -
0.300
Bottom
Stem OK
0.00
Masonry
LRFD LRFD
8.00
# 4
32.00
Edge
0.543 0.506
160.2 272.2
480.6 875.7
884.2 1,727.9
9.1 3.0
80.5 80.5
17.53 91.50
2.75 5.25
2,000 2,000
60,000 60,000
No Yes
16.11 16.11
42.0 78.0
Load Factors
Building Code
CBC 2019,ACI
Equiv. Solid Thick.
in = 3.90 7.60 ?ROf E / Oh_
Dead Load
1.200
Masonry Block Type
0 I
= Medium Weight � J�cFtDUG Fy
Live Load
1.600
Masonry Design Method
Concrete Data
= LRFD
m m
Earth, H
1.600
„
Wind, W
1.000
f'c
psi _ r Q o A
`� D
Seismic, E
1.000
FY
psi = No 83660
EXP. 03/31/2023
q C / V
F - o
�F CAS F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05a) T-0" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License : KW-06059401
License To: ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2019,AC1 318-14,TMS 402-16
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.00 ft
Toe
Heel
Heel Width = 2.50
Factored Pressure = 2,619
0 psf
Total Footing Width = 2.50
Mu': Upward = 0
81 ft-#
Footing Thickness = 12.00 in
Mu': Downward = 0
906 ft-#
Mu: Design = 0
824 ft-#
Key Width = 0.00 in
Actual 1-Way Shear = 3.55
3.70 psi
Key Depth = 0.00 in
Allow 1-Way Shear = 40.00
40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing = None Spec'd
f'c = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing = None Spec'd
Min. As % = 0.0014
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm;== 3.00 in
Toe: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi"5'lambda'sgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area 0.50 in2
Min footing T&S reinf Area per foot 0.20 in2 At
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
RESISTING.....
Force Distance
Moment Force Distance
Moment
Item Ibs ft
ft-# Ibs ft
ft-#
Heel Active Pressure = 157.5 1.00
157.5 Soil Over Heel = 421.7 1.58
667.6
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 96.1 6.00
576.7 ' Axial Live Load on Stem =
=
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) = 408.0 0.28
115.0
Total 253.6 O.T.M.
734.2
Earth @ Stem Transitions =
_ =
Footing Weighs = 375.0 1.25
468.8
Resisting/Overturning Ratio =
1.70 Key Weight =
Vertical Loads used for Soil Pressure = 1,204.7 Ibs Vert. Component =
Total = 1,204.7 Ibs R.M.=
1,251.4
" Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
_
Soil Spring Reaction Modulus
250.0 pci
ea°F Ess r o��
Horizontal Defl @ Top of Wall (approximate only)
0.166 in�7�gDUGI
that the toe.m
he above calculahun is not valid athe heel soubearing uiessuw exceeds of
because the wall would then lend to rotate into the retained soil. QD
m 1
A ;
NO 03660
*
EXP 03/31/2023
�Qr CIV1\- Pal
F OF_CA0
0
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05b) 2'-8" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Project Files
RetainPro (C) 1937-2018, Build 113U.11.Z8
License: KW-06059401
Cantilevered Retaining Wall
Code: CBC 2019,ACI 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Criteria
Soil Data
Retained Height =
2.67 ft
Allow Soil Bearing = 2,666.6 psf
Wall height above soil -
6.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall -
0.00
t
Height of Soil over Toe -
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure - 166.7 psf/ft
Soil Density, Heel - 115.00 pcf
Soil Density, Toe - 115.00 pcf
FootingIlSoil Friction = 0.400
�s
Soil height to ignore
3/4
f
for passive pressure = 12.00 in
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.61 OK
Sliding =
2.00 OK
Total Bearing Load = 1,398 Ibs
...resultant ecc. = 10.17 in
Soil Pressure @ Toe =
2,315 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
3,241 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
5.1 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
331.8 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
559.3 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall -
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
,
2nd
Bottom
Stem OK
Stem OK
Design Height Above Ftg
ft=
2.67
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
=
LRFD
LRFD
LRFD
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Reber Spacing
=
32.00
16.00
Rebar Placed at
=
Center
Edge
Design Data
fb/FB + fa/Fa
=
0.543
0.321
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
359.8
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
480.6
1,086.0
Moment..... Allowable
ft-#=
884.2
3,368.0
Shear..... Actual
Service Level
psi =
Strength Level
psi =
9.1
3.9
Shear..... Allowable
psi =
80.5
80.5
Anet (Masonry)
in2 =
17.53
91.50
Rebar Depth 'd'
in =
2.75
5.25
Masonry Data
f'm
psi =
2,000
2,000
Fy
psi =
60,000
60,000
Solid Grouting
-
No
Yes
Modular Ratio 'n'
=
16.11
16.11
Wall Weight
psf =
42.0
78.0
Equiv. Solid Thick.
in =
3.90
7.60
QROF E S s I c*a
Masonry Block Type
=
Medium Weight
;c, .'4eRDUG
Masonry Design Method
=
LRFD
Concrete Data
m m 1
f'c
psi =
Q v m
z
Fy
psi =
N0. 83660 D I
EXP. 03/31/2023 * ,
svl C IV
F -O i
OF-- F
CAS
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05b) 2'-8" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License : KW-06059401
License To: ORCO BLOCK COMPANY. INC.
Cantilevered Retaining Wall
Code: CBC 2019,AC1 318-14,TMS 402-16
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.00 ft
Toe
Heel
Heel Width = 2.50
Factored Pressure
= 3,241
0 psf
Total Footing Width - 2.50
Mu': Upward
- 0
71 ft-#
Footing Thickness 12.00 in
Mu': Downward
= 0
1.089 ft-#
Mu: Design
= 0
1,018 ft-#
Key Width = 0.00 in
Actual 1-Way Shear
= 3.55
5.10 psi
Key Depth = 0.00 in
Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe - 0.00 ft
Toe Reinforcing
= None Spec'd
f'c = 2,500 psi Fy = 60,000 psi
Heel Reinforcing
= None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing
= None Spec'd
Min. As % - 0.0014 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm� 3.00 in
Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sin
Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Key: No key defined
Min footing T&S reinf Area 0.50 in2
Min footing T&S reinf Area per foot 0.20 in2 ift
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance
Moment
Item Ibs ft ft-# Ibs ft
ft-#
Heel Active Pressure = 235.7 1.22 288.3 Soil Over Heel = 562.9 1.58
891.3
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem =
Load @ Stem Above Soil = 96.1 6.67 641.1 * Axial Live Load on Stem =
_ Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) = 460.3 0.29
132.4
Total 331.8 O.T.M. 929.5
Earth @ Stem Transitions =
_ = Footing Weighs = 375.0 1.25
468.8
Resisting/Overturning Ratio = 1.61 Key Weight =
Vertical Loads used for Soil Pressure = 1,398.2 Ibs Vert. Component =
Total = 1,398.2 Ibs R.M.=
1,492.5
* Axial live load NOT included in total displayed or used for
resistance, but is included for soil pressure calculation.
overturning
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci PROFESS/OH4
Horizontal Deft @ Top of Wall (approximate only) 0.223 in ���ov��RDuc
Fy
i he above calculation is nul valid it the heul soil bearing piessute exceeds that of the toe Q�
c� q7
2
to m 1
because the wall would then lend to rotate into the retained soil. Q
o
N0. 83660 D )
* EXP
03/31/2023 * ;
C / V
4lF
OF CAME
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05c) 3'-4" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Frolect Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License: KW-06059401
Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Criteria
Soil Data
Retained Height =
3.33 ft
Allow Soil Bearing = 2,666.6 psf
Wall height above soil =
6.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Passive Pressure = 166 7 psf/ft
f
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.77 OK
Sliding =
1.87 OK
Total Bearing Load = 1,722 Ibs
...resultant ecc. = 10.22 in
Soil Pressure @ Toe =
2,193 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
3,070 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
4.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
424.2 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
688.8 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Soil Density, Heel = 115.00 pc
Soil Density, Toe = 115.00 pcf
FootingIlSoil Friction = 0.400
Soil height to ignore
for passive pressure = 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Stem Construction
Design Height Above Ftg
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs=
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
ft-# =
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
Prn
psi =
Fy
psi =
Solid Grouting
=
Modular Ratio 'n'
_
Wall Weight
psf=
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
2nd
Stem OK
3.33
Masonry
LRFD
6.00
# 4
32.00
Center
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall -
0.0 ft
Poisson's Ratio =
0.300
Bottom
Stem OK
0.00
Masonry
LRFD LRFD
8.00
# 4
16.00
Edge
0.543 0.402
160.2 470.7
480.6 1,358.7
884.2 3,368.0
9.1 5.1
80.5 80.5
17.53 91.50
2.75 5.25
2,000 2,000
60,000 60,000
No Yes
16.11 16.11
42.0 78.0
in = 3.90 7.60
= Medium Weight
= LRFD
PSI
PSI =
QROFESSIOA,4
u' CO 1n m
m
NO. 83660
EXP 03/31/2023 it
�T4 C f V
O
F OF CAS 1
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05c) 3'-4" retaining with top out
Footing Dimensions & Strengths
Toe Width
= 0.00 ft
Heel Width
= 2.75
Total Footing Width
= 2.75
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0014
Cover @ Top 2.00 @ Btm. 3.00 in
Cantilevered Retaining Wall
Footing Design Results
Toe
Heel
Factored Pressure = 3,070
0 psf
Mu': Upward = 0
241 ft-#
Mu': Downward = 0
1,610 ft-#
Mu: Design = 0
1,369 ft-#
Actual 1-Way Shear = 3.55
4.45 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Key: No key defined
Min footing T&S reinf Area 0.55 in2
Min footing T&S reinf Area per foot 0.20 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance
Moment Force Distance
Moment
Item Ibs ft
ft-# Ibs ft
ft-#
Heel Active Pressure = 328.1 1.44
473.6 Soil Over Heel = 797.8 1.71
1,362.9
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 96.1 7.33
704.6 * Axial Live Load on Stem =
=
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) = 511.7 0.29
149.6
Total 424.2 O.T.M.
1,178.1
Earth @ Stem Transitions =
_ =
Footing Weighl = 412.5 1.38
567.2
Resisting/Overturning Ratio =
1.77 Key Weight =
Vertical Loads used for Soil Pressure = 1,722.1
Ibs Vert. Component =
Total = 1,722.1 Ibs R.M.=
2,079.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Ton of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.207 in
The above calculation Is riot valid d the heel soil bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained soil.
,µofESS/ov
dEVZDUG R2
t4� c
c� co n1 m 1
w Q m i
NO 63660
EXP. 03/31/2023
1PaT C I V
F OF CA0
C
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05d) 4'-0" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Project Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License: KW-06059401
Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14JMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Criteria
Soil Data
Retained Height =
4.00 ft
Allow Soil Bearing = 2,666.6 psf
Wall height above soil =
6.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 166.7 psf/ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
FootingIlSoil Friction = 0.400
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.88 OK
Sliding
1.76 OK
Total Bearing Load = 2,087 Ibs
...resultant ecc. 10.46 in
Soil Pressure @ Toe =
2,214 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
3,100 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
4.1 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
533.6 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
834.9 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem Construction
2nd
Bottom
Stem OK
Stem OK
Design Height Above Ft,
ft =
4.00
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
=
LRFD
LRFD
LRFD
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
16.00
Rebar Placed at
=
Center
Edge
Design Data
fb/FB + fa/Fa
=
0.543
0.509
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
160.2
608.2
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-#=
480.6
1,718.7
Moment..... Allowable
ft-# =
884.2
3,368.0
Shear..... Actual
Service Level
psi =
Strength Level
psi =
9.1
6.6
Shear..... Allowable
psi =
80.5
80.5
Anet (Masonry)
in2 =
17.53
91.50
Rebar Depth 'd'
in =
2.75
5.25
Masonry Data
f'm
psi =
2,000
2,000
Fy
psi =
60,000
60,000
Solid Grouting
-
No
Yes
Modular Ratio 'n'
=
16.11
16.11
Wall Weight
psf =
42.0
78.0
Equiv. Solid Thick.
in =
3.90
7.60
QROF E S S / 04'
Masonry Block Type
=
Medium Weight
k° 'SeRDUGF
Masonry Design Method
=
LRFD
Concrete Data°
a
m m
f'c
psi _
w
� < a D A
Fy
psi =
NO 83660
EXP 03/31/2023
s'y IT IV 1\- -0:1v
OF CA0
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05d) 4'-0" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c) 1987.2018, Build 11.18.11.29
License : KW-06059401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Toe Width
- 0.00 ft
Heel Width
= 3.00
Total Footing Width
= 3.00
Footing Thickness
12.00 in
Key Width = 0.00 in
Key Depth - 0.00 in
Key Distance from Toe - 0.00 ft
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0014
Cover @ Top 2.00 @ Btm. 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure = 3,100
0 psf
Mu': Upward = 0
496 ft-#
Mu': Downward = 0
2,277 ft-#
Mu: Design = 0
1,781 ft-#
Actual 1-Way Shear = 3.55
4.06 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Key: No key defined
Min footing T&S reinf Area 0.60 in2
Min footing T&S reinf Area per foot 0.20 in2 /it
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 437.5
1.67 729.2
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 96.1
8.00 769.0
Total 533.6
O.T.M. 1,498.1
Resisting/Overturning Ratio
= 1.88
Vertical Loads used for Soil Pressure =
2.087.3 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 1,073.3 1.83
1.967.8
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) = 564.0 0.30
167.0
Earth @ Stem Transitions =
Footing Weighl = 450.0 1.50
675.0
Key Weight =
Vert. Component =
Total = 2,087.3 Ibs R.M.=
2,809.8
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.205 in
1lie above calculation Is Itot valid d the heel soil bearing wessure exceeds that of the toe.
because the wall would then lend to rotate into the retained soil.
Q�OFESS70,y4
eRDUG0 Fc
> Q) �Rl m
w Q 1J rn
s N0. 83660 D
EXP. 03/31/2023
4,. C / V
F OF CA``EO
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05e) 4'-8" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Proloct Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License: KW-06059401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY INC.
Criteria
Retained Height =
4.67 It
Wall height above soil =
6.00 It
Slope Behind Wall =
0.00
Height of Soil over Toe
6.00 in
Water height over heel =
0.0 It
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0lbs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.95 OK
Sliding =
1.67 OK
Total Bearing Load = 2,491 Ibs
...resultant ecc. = 10.84 in
Soil Pressure @ Toe =
2,302 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
3,223 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
3.8 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
658.7 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
996.5 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1 600
Wind, W
1 000
Seismic, E
1 000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 It
...Height to Bottom =
0.00 It
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Stem Construction
Design Height Above Ftg
It
Wall Material Above "Ht"
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# _
Moment..... Allowable
ft-#=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
I'm
psi =
Fy
psi =
Solid Grouting
=
Modular Ratio 'n'
Wall Weight
psf =
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
2nd _
Stem OK
4.67
Masonry
LRFD
6.00
# 4
32.00
Center
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width -
0.00 It
Eccentricity
0.00 in
Wall to Ftg CL Dist =
0.00 It
Footing Type
Line Load
Base Above/Below Soil
=
0.0 It
Back of Wall
Poisson's Ratio =
0.300
Bottom
Stem OK
0.00
Masonry
LRFD LRFD
8.00
# 4
16.00
Edge
0.543 0.646
160.2 770.8
480.6 2,179.3
884.2 3,368.0
9.1 8.4
80.5 80.5
17.53 91.50
2.75 5.25
2,000 2,000
60,000 60,000
No Yes
16.11 16.11
42.0 78.0
in = 3.90 7.60
= Medium Weight
= LRFD
psi =
Psi =
Q�yOFESSION
, J�RDUG
tic+
�e�c
m
/EXP03/31/2023
mm
NO 83660
P
qT C / V
F OF CA`\F
U
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (05e) 4'-8" retaining with top out
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro P
Files
metamrry {c/ roof-eu 10, ou- i i..0.. 1.-
License: KW-06059401 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Toe Width
= 0.00 ft
Heel Width
= 3.25
Total Footing Width
= 3.25
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % 0.0014
Cover @ Top 2.00 @ Btm� 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure = 3,223
0 psf
Mu': Upward = 0
833 ft-#
Mu' : Downward = 0
3,106 ft-#
Mu: Design = 0
2,273 ft-#
Actual 1-Way Shear = 3.55
3.83 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi"5'lambda'sgrt(f'c)"Sm
Heel: Not req'd: Mu < phi'5'lambda'sgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area 0.66 in2
Min footing T&S reinf Area per foot 0.20 in2 eft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 562.6
1.89 1,063.3
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 96.1
8.67 833.4
Total 658.7
O.T.M. 1,896.7
Resisting/Overturning Ratio
= 1.95
Vertical Loads used for Soil Pressure =
2,491.1 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 1,387.4 i.96
2,717.0
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) = 616.3 0.30
184.4
Earth @ Stem Transitions=
Footing Weighl = 487.5 1.63
792.2
Key Weight =
Vert. Component =
Total = 2,491.1 Ibs R.M.=
3,693.6
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.210 in
The above calculation 1s not valid 11 the heel soil Dearing oresswe exceeds that of the toe,
because the wall would then tend to rotate into the retained soil,
Q�,OFESS/;CA
JeRDUG c
v
F
i w Q O m
NO 83660
* EXP 03/31/2023
P
sq, C/V
F OF CA`�F
0
ORCO 12" SQ. PILASTER W/RETAINING
DESIGN CWTMM PER ?WE 2019 CW:
1. ALLOWABLE SOIL BEARING PRESSURE = 1700 PSF t i INCR. WIND/SEIMIC
2. EQUIVALENT FLUID PRESSURE = 45 PCF PER SOILS REPORT.
3. ALLOWABLE LATERAL PASSIVE PRESSURE = 240 PCF PER SOILS REPORT.
4. GROUT STRENGTH = 2000 PSI @ 28 DAYS
5. REINFORCING STEEL: GRADE 60.
6. SEISMIC -1 SEC. ACCELERATION = 100% PER SOILS REPORT.
Z MASONRY COMPRESSIONSIRENGTH, f'm = 2000PSI.
SPECIAL INSPECTION NOTE:
PROVIDE LEVEL 2 SPECIAL INSPECTION PER TMS 602-16 TABLES 3 AND
4 OF THE MASONRY STEM.
ORCO 12812 OR 12612
PILASTER CMU
(SOLID GROUTED)_
3-112"
CLR.
(2) #4 VERT. _
DROP -IN BARS
#4 DOWELS W/ 24" MIN.
EXTENSION INTO CMU.
z J
W i 8"
o F
i o
Q
s ct
N �
� M
•
5' TO DAYLIGHT
FOR //0 MPH EXPOSURE C WIND
GENERAL NOTES:
1, CONCRETE BLOCKSHALL BE MANUFACTURED BY ORCO ASTM C 90.
WEDGELOCK BLOCK, SLUMP BLOCKAND SPLITFACE BLOCKARE
ACCEPTABLE.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-112 PARTS
SAND TO 3-112 PARTS GRAVEL WITH A MAXIMUM OF 1-112 GALLONS
OF WATER PER SACK. PORTLAND CEMENT SHALL CONFORM TO ASTM
C 150 TYPE ILIV. Fc = 2500 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A
615 GRADE 60, PROVIDE 48 BAR DIAMETER LAP.
CAP UNIT
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH
IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN WITH
VERTICAL CONTINUITY OF THE CELLS UNO.
6. ALL BLOCK CELLS SHALL BE SOLID GROUTED.
7. USE TYPE S MORTAR PROPORTIONED USING ASTM C 270 PART
CEMENT TO 112 PART LIME TO 4-112 PARTS DAMP, LOOSE SAND.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE I PART
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8" PEA
GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CONSTITUENTS.
9. BLOCK STEM MAY BE WET -SET 1-112"INTO THE FOOTING WHILE THE
CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO EITHER EDGE
OF THE TRENCH TYPE FOOTING.
LEVEL BACKFILL
COMPACTED TO 10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL
MIN. 90% RELATIVE OR ON COMPACTED FILL WITH A MINIMUM COMPACTION OF 90%.
COMPACTION PER
ASTM 1557-D 11. FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE READY FOR
CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE. SECOND
INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN PLACE AND
THE BLOCK WALL IS READY TO GROUT.
12. PROVIDE EXPANSION/CONTROL JOINT EACH SIDE OF PILASTER WHERE
INTERSECTION BLOCK WALLS OCCUR.
ORCO 12812 OR 12612
PILASTER CMU
(SOLID GROUTEI
O 4"DX SDR 35 PERF PIPE
W/IFr WIDE OF;"
GRAVEL WRAPPED W1
MIRAFI 14ON FILTER
FABRIC TO WITHIN IFr OF
FG - SLOPE TO DRAIN,
W,47ERPROOFMCKSIDE
OFRETAINING WALL.
EACH WAY SQUARE FOOTI
NG
NOTE:
ONLY RUN WALL FOOTING
HORIZONTAL REINFORCEMENT
THROUGH PILASTER FOOTING,
WHEN INTERSECTING.
,Q , ,B
2'-0" 2'-4-
2'-8- 2'-6"
3'-4 " 2'-9"
4'-0" 3'-0"
4'-8" 3'-3"
12"
RTICAL
(AS SHOWN)
PILASTER CROSS
SECTION DETAIL
NOT TO SGALE
ENGINEERING STAMP APPROVAL IS CONDITIONAL;
REQUIRING USE OF ORCO MANUFACTURED CMU ON
ALL ORCO WALL SYSTEM DESIGNS.
DETAIL #6
4e 4eRDUGO Fc
BEAZER HOMES
y �M m
rn
C) Z/O�3660 D
CANTERA @ CORAL MOUNTAIN
TRACT No. 31249
* EXP. 031311202.5
LA QUINTA, CALIFORNIA
v
sC
�gTF
NOTE: DIMENSIONS ARE NOT TO SCALE.
OF CA��F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes
11100 Beach Blvd Dsgnr: GV
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (06a) Pilaster w/2'-0" retaining
This Wall in File: C:\Users\gverdugo\One Drive - ORCO Block Company\Documents\RetainPro Project Files
Page: 1
Date: 28 FEB 2022
RetainPro c 1987-2018, Build 11.18.11.29
License: KW-06059401
Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY INC.
Criteria
Soil Data
L
Retained Height =
2.00 ft
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Wall height above soil =
6.67 ft
Active Heel Pressure 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 166.7 psf/ft
H I - 115 00 cf
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
2.38 OK
Sliding =
2.84 OK
Total Bearing Load = 1,617 Ibs
...resultant ecc. = 5.48 in
Soil Pressure @ Toe =
1,518 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,125 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
8.4 psi OK
Footing Shear @ Heel =
1.6 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
264.4 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
646.8 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Soil Density, ee - p
Soil Density, Toe - 115.00 pcf
FootingIlSoil Friction = 0.400
Soil height to ignore
for passive pressure = 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Stem Construction
Design Height Above Ftg
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# _
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
f'm
psi =
Fy
psi =
Solid Grouting
=
Modular Ratio 'n'
_
Wall Weight
psf=
Bottom
Stem OK
0.00
Masonry
LRFD
12.00
# 4
16.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil _
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
0.173
290.1
1,024.8
5,899.2
2.1
80.5
139.50
9.00
2,000
60,000
Yes
16.11
124.0
LRFD LRFD
/ 0
Equiv. Solid Thick. in = 11.60 '? - - -S 4
Masonry Block Type =Medium Weight e`�° dERo 0 F
Masonry Design Method = LRFD
Concrete Data m rn m
f'c psi
Fy psi - N0 83660 D n
* EXP. 03/31/2023
,for C / V
F OF CAL\F
O
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page : 2
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (06a) Pilaster w/2'-0" retaining
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Project Files
Retain Pro (c) 1987-2018, Build 11.18.11.29
Cantilevered Retaining Wall
Code: CBC 2019,AC1 318-14,TMS 402-16
License : KW-06059401
License To: ORCO BLOCK COMPANY. INC.
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.67 ft
Toe
Heel
Heel Width = 1.67
Factored Pressure
= 2,125
0 psf
Total Footing Width = 2.33
Mu': Upward
= 423
17 ft-#
Footing Thickness = 12.00 in
Mu': Downward
= 97
177 ft-#
Mu: Design
= 326
161 ft-#
Key Width = 0.00 in
Actual 1-Way Shear
= 8.45
1.64 psi
Key Depth = 0.00 in
Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing
= None Spec'd
f'c = 2,500 psi Fy = 60,000 psi
Heel Reinforcing
= None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing
= None Spec'd
Min. As % - 0.0014
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.== 3.00 in
Toe: Not req'd: Mu < phi'5'lambda`sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi'5"lambda"sgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area 0.47 in2
Min footing T&S reinf Area per foot 0.20 in2 fit
If one layer of horizontal bars: If two layers of horizontal bars
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturninq & Resisting
Forces & Moments
.....OVERTURNING..... ..... RESISTING.....
Force Distance
Moment Force Distance
Moment
Item Ibs ft
ft-# Ibs ft
ft-#
Heel Active Pressure = 157.5 1.00
157.5 Soil Over Heel = 153.4 2.00
306.9
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 106.9 6.34
676.9 ` Axial Live Load on Stem =
=
Soil Over Toe = 38.4 0.33
12.8
Surcharge Over Toe =
Stem Weight(s) = 1,075.1 1.17
1,254.6
Total 264.4 O.T.M.
834.4
Earth @ Stem Transitions=
- Footing Weighs = 350.1 1.17
408.6
Resisting/Overturning Ratio =
2.38 Key Weight =
Vertical Loads used for Soil Pressure = 1,616.9
Ibs Vert. Component =
Total = 1,616.9 Ibs R.M.=
1,982.9
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.157 in
I lie above calculatimi is not v the it the heel soil bearing nress+ue exceeds thal of the toe.
because the small would Then tend to rotate into the retained sod.
QROFESSiON \
Pia �EFtDUG
u /EXP
M m
0
m
660 D
*1/2023
,i,TC i V\ \, a v
qP - pR
F OF CA`�
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (06b) Pilaster w/2'-8" retaining
Criteria
Retained Height =
2.67 ft
Wall height above soil =
6.67 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Surnmary
Wall Stability Ratios
Overturning =
2.28 OK
Sliding
2.44 OK
Total Bearing Load = 1,827 Ibs
...resultant ecc. - 6.27 in
Soil Pressure @ Toe =
1,675 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,345 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
9.5 psi OK
Footing Shear @ Heel =
2.6 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
342.6 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
730.9 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Code: CBC 2019,ACI 318-14,TMS 402-16
Adjacent Footing Load
Adjacent Fooling Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft =
0.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
LRFD LRFD
LRFD
Thickness
=
12.00
Rebar Size
=
# 4
Rebar Spacing
=
16.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
=
0.210
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
377.7
Moment.... Actual
Service Level
ft-#=
Strength Level
ft-# =
1,247.1
Moment..... Allowable
=
5,899.2
Shear..... Actual
Service Level
psi =
Strength Level
psi =
2.7
Shear..... Allowable
psi =
80.5
Anet (Masonry)
in2 =
139.50
Rebar Depth 'd'
in =
9.00
Masonry Data
f'm
psi =
2,000
Fy
psi =
60,000
Solid Grouting
=
Yes
Modular Ratio 'n'
=
16.11
Wall Weight
psf =
124.0
Equiv. Solid Thick.
in =
11.60
QRo F e s s r oN4
Masonry Block Type
=
Medium Weight
F
Masonry Design Method
=
LRFD01
Concrete Data
mil
<
f'c
psi =
W o "'
a X
Fy
PSI =
NO 83660 D i
EXP 03/31/2023
qT C / y
F OF CAI�F�
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (06b) Pilaster w/2'-8" retaining
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retai n Pro Project Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License: KW-06059401
License To: ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2019,AC1 318-14,TMS 402-16
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.67 ft
Toe
Heel
Heel Width = 1.83
Factored Pressure = 2,345
0 psf
Total Footing Width = 2.50
Mu': Upward = 468
24 ft-#
Footing Thickness = 12.00 in
Mu': Downward = 97
305 ft-#
Mu: Design = 371
280 ft-#
Key Width = 0.00 in
Actual 1-Way Shear = 9.53
2.62 psi
Key Depth = 0.00 in
Allow 1-Way Shear = 40.00
40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing = None Spec'd
f'c = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing = None Spec'd
Min. As % - 0.0014
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm;== 3.00 in
Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm
Key: No key defined
Min footing T&S reinf Area
0.50 in2
Min footing T&S reinf Area per foot
0.20 in2 tft
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 11.90 in
#4@ 23.81 in
#5@ 18.45 in
#5@ 36.90 in
#6@ 26.19 in
#6@ 52.38 in
Summary of Overturninq & Resistinq Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 235.7 1.22 288.3 Soil Over Heel = 255.8 2.08 532.9
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total
106.9 7.01 748.5
342.6 O.T.M. 1,036.9
Resisting/Overturning Ratio = 2.28
Vertical Loads used for Soil Pressure = 1,827.3 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions =
Footing Weighs =
Key Weight =
Vert. Component =
38.4
0.33
12.8
1,158.2
1.17
1,351.6
375.0
1.25
468.8
Total = 1,827.3 Ibs R.M.= 2,366.0
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.174 in
The above cak-ulatiott 1s not valid it the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
QRoFESS/ON
/EXP
eVZDU83660/31/2023 * ;'
J+T4T C / V \ a?�P ;
R Of
O
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description...
Tel. (714) 527-2239 (06c) Pilaster w/3'-4" retaining
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\Retain Pro Project Files
RetainPro (c)1987-2018, Build 11.18.11.29
License : KW-06059401
Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Criteria
Soil Data
Retained Height =
3.33 ft
Allow Soil Bearing = 2,666.6 psf
Wall height above soil =
6.67 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 166.7 psf/ft
Soil Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
FootingIlSoil Friction = 0.400
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
2.28 OK
Sliding =
2.18 OK
Total Bearing Load = 2,106 Ibs
...resultant ecc. - 7.09 in
Soil Pressure @ Toe =
1,791 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,507 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
10.4 psi OK
Footing Shear @ Heel =
3.7 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
435.0 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
842.2 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
-
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft=
0.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
LRFD LRFD
LRFD
Thickness
=
12.00
Rebar Size
=
# 4
Rebar Spacing
=
16.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
=
0.259
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
488.6
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-#=
1,531.6
Moment..... Allowable
=
5,899.2
Shear..... Actual
Service Level
psi =
Strength Level
psi =
3.5
Shear..... Allowable
psi =
80.5
Anet (Masonry)
in2 =
139.50
Rebar Depth 'd'
in =
9.00
Masonry Data
f'm
psi =
2,000
Fy
psi =
60,000
Solid Grouting
=
Yes
Modular Ratio 'n'
-
16.11
Wall Weight
psf =
124.0
E S S ON
-.
Equiv. Solid Thick.
in =
11.60
QROF
Masonry Block Type
=
Medium Weight
�a
RDUG e �E
F
Masonry Design Method
=
LRFD
Concrete Data
m 1
ft
psi =
a
o j
Fy
psi
NO. 83660
D
* EXP 03/31/2023
s Qr C / v
of CA\-\F
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (06c) Pilaster w/3'-4" retaining
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c)1987-2018, Build 11.18.11.29
License : KW-06059401
License To: ORCO BLOCK COMPANY, INC.
Cantilevered Retaining Wall
Code: CBC 2019,ACI 318-14,TMS 402-16
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.67 ft
Toe
Heel
Heel Width = 2.08
Factored Pressure = 2,507
0 psf
Total Footing Width = 2.75
Mu': Upward = 505
57 ft-#
Footing Thickness = 12.00 in
Mu': Downward = 97
548 ft-#
Mu: Design = 408
491 ft-#
Key Width = 0.00 in
Actual 1-Way Shear = 10.45
3.69 psi
Key Depth = 0.00 in
Allow 1-Way Shear = 40.00
40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcin - None SP ec'd
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % - 0.0014
Cover @ Top 2.00 @ Btm: 3.00 in
g -
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi '5'lambda'sgrt(f'c)'Sm
Heel: Not req'd: Mu < phi"5'lambda"sgrt(f'c)"Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.90 in
#5@ 18.45 in
#6@ 26.19 in
0.55 in2
0.20 in2 fit
If two layers of horizontal bars:
#4@ 23.81 in
#5@ 36.90 in
#6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance
Moment
Item Ibs ft ft-#
Ibs ft
ft-#
Heel Active Pressure = 328.1 1.44 473.6
Soil Over Heel =
414.7 2.21
915.9
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 106.9 7.67 819.0
' Axial Live Load on Stem =
Soil Over Toe =
38.4 0.33
12.8
Surcharge Over Toe =
Total 435.0 O.T.M. 1,292.6
Stem Weight(s) =
1,240.0 1.17
1,447.1
Earth @ Stem Transitions=
_ =
Footing Weighl =
412.5 1.38
567.2
Resisting/Overturning Ratio = 2.28
Key Weight =
Vertical Loads used for Soil Pressure = 2,105.6 Ibs
Vert. Component =
Total =
2,105.6 Ibs R.M.=
2,943.0
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.181 in
f he above calculation is not valid it the heel soil bearing oresswe exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
QaOFESSrOH
JeRDUG
m UJ
NO 83660 D
* EXP. 03/31/2023
F OF---- FO i
C A \ i'
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (06d) Pilaster w/4'-0" retaining
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (C) 1987-2018, Bu110 11.78.77.29
License: KW-06059401
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Criteria
Soil Data
Retained Height =
4.00 ft
Allow Soil Bearing = 2,666.6 psf
Wall height above soil =
6.67 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 166.7 psf/ft
00i1 Density, Heel = 115.00 pcf
Soil Density, Toe = 115.00 pcf
FootingllSoil Friction = 0.400
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
2.26 OK
Sliding -
1.97 OK
Total Bearing Load = 2,425 Ibs
...resultant ecc. = 7.89 in
Soil Pressure @ Toe =
1,918 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,686 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
11.4 psi OK
Footing Shear @ Heel =
4.9 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
544.4 Ibs
less 100% Passive Force = -
104.2 Ibs
less 100% Friction Force = -
969.8 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load -
0.0 #/ft
...Height to Top -
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft=
0.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
LRFD LRFD
LRFD
Thickness
=
12.00
Rebar Size
=
# 4
Rebar Spacing
=
16.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
0.322
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
626.1
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
1,903.6
Moment..... Allowable
=
5,899.2
Shear..... Actual
Service Level
psi =
Strength Level
psi =
4.5
Shear..... Allowable
psi =
80.5
Anet (Masonry)
in2 =
139.50
Rebar Depth 'd'
in =
9.00
Masonry Data
f'm
psi =
2,000
Fy
psi =
60,000
Solid Grouting
=
Yes
Modular Ratio 'n'
16.11
Wall Weight
psf =
124.0
Equiv. Solid Thick.
in =
11.60
?ROf E SS 10
Masonry Block Type
=
Medium Weight
Qw° �yERDU '
tic
Masonry Design Method
=
LRFD
0.
Concrete Data
�� m 1
f'c
PSI =
;r Q o M
Fy
psi =
N0. 83660 D )
EXP. 03/31/2023
s qT C) \/
f - o
0F CALF
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (06d) Pilaster w/4'4' retaining
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c) 1987-2018, Build 11.18.11.29
License : KW-06059401
Cantilevered Retaining Wall
Code: CBC 2019,ACI 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 0.67 ft
Toe
Heel
Heel Width = 2.33
Factored Pressure
= 2,686
0 psf
Total Footing Width = 3.00
Mu': Upward
= 545
113 ft-#
Footing Thickness =- 12.00 in
Mu': Downward
= 97
894 ft-#
Mu: Design
= 448
781 ft-#
Key Width = 0.00 in
Actual 1-Way Shear
= 11.45
4.85 psi
Key Depth = 0.00 in
Allow 1-Way Shear
= 40.00
40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing
= None Spec'd
f'c = 2,500 psi Fy = 60,000 psi
Heel Reinforcing
= None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing
= None Spec'd
Min. As % = 0.0014 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm;== 3.00 in
Toe: Not req'd: Mu < phi'5"lambda'sgrt(f'c)"Sm
Heel: Not req'd: Mu < phi'5"lambda'sgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 11.90 in
#5@ 18.45 in
#6@ 26.19 in
0.60 in2
0.20 in2 At
If two layers of horizontal bars.
#4@ 23.81 in
#5@ 36.90 in
#6@ 52.38 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 437.5
1.67 729.2
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 106.9
8.34 890.6
Total 544.4
O.T.M. 1,619.8
Resisting/Overturning Ratio
= 2.26
Vertical Loads used for Soil Pressure =
2,424.6 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel =
613.2 2.33
1,430.9
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
38.4 0.33
12.8
Surcharge Over Toe =
Stem Weight(s) =
1,323.1 1.17
1,544.0
Earth @ Stem Transitions=
Footing Weighi =
450.0 1.50
675.0
Key Weight =
Vert. Component =
Total =
2,424.6 Ibs R.M.=
3,662.7
• Axial live load NOT included in
total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.190 in
I he aUove 4alculauon is not vaiid ii the I feel soil bearing orussure Nxceeds that of the loe
because the wall would then tend to rotate into the retained soil.
QROFESS1O
o D _ 4<
JAR U O F
W m rn m
w Q O m
� D A
NO. 63660
1 EXP 03/31/2023
�.\sTgr� C I V
OF CA0
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 1
11100 Beach Blvd Dsgnr: GV Date28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (06e) Pilaster w/4'-8" retaining
This Wall in File: C:\Users\gverdugo\OneDrive - ORCO Block Company\Documents\RetainPro Project Files
RetainPro (c) 1987.2018, Build 11.18.11.29
License: KW-06059401 Cantilevered Retaining Wall Code: CBC 2019,AC1 318-14,TMS 402-16
License To: ORCO BLOCK COMPANY, INC.
Criteria
Retained Height =
4.67 ft
Wall height above soil =
6.67 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
2.53 OK
Sliding =
1.92 OK
Total Bearing Load = 2,954 Ibs
...resultant ecc. = 8.45 in
Soil Pressure @ Toe =
1,882 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,667 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,635 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
11.6 psi OK
Footing Shear @ Heel =
5.0 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
669.5 Ibs
less 100% Passive Force =
104.2 Ibs
less 100% Friction Force = -
1,181.61bs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Soil Data
Allow Soil Bearing = 2,666.6 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 166.7 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2019,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic. E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Strength Level)
Wind on Exposed Stem =
26.7 psf
(Strength Level)
Adjacent Footing Load
Adjacent Footing Load =
0,0 Ibs
Footing Width =
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
_
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft =
0.00
Wall Material Above "Ht"
=
Masonry
Design Method
=
LRFD LRFD
LRFD
Thickness
=
12.00
Rebar Size
=
# 4
Rebar Spacing
=
16.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
-
0.402
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
788.7
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# =
2,376.2
Moment..... Allowable
=
5,899.2
Shear..... Actual
Service Level
psi =
Strength Level
psi =
5.7
Shear.. ..Allowable
psi=
80.5
Anet (Masonry)
in2 =
139.50
Reber Depth 'd'
in =
9.00
Masonry Data
f'm
psi =
2,000
Fy
psi =
60,000
Solid Grouting
=
Yes
Modular Ratio 'n'
-
16.11
Wall Weight
psf=
124.0
Equiv. Solid Thick.
in =
11.60
O
FI otiMasonry
Block Type
=
Medium Weight
4 FMasonry
ti�
Design Method
=LRFD�
,Concrete
Datam
m If'c
pSI __
Cie
M iFy
D2023
PSi =
0
�r%
��`P
0
F OF C A\� f
Project Name/Number : beazer homes_
ORCO Block & Hardscape Title Beazer Homes Page: 2
11100 Beach Blvd Dsgnr: GV Date: 28 FEB 2022
Stanton, CA 90680 Description....
Tel. (714) 527-2239 (06e) Pilaster w/4'-8" retaining
Footing Dimensions & Strengths
Toe Width
= 0.67 ft
Heel Width
= 2.83
Total Footing Width
= 3.50
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
f'c = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0014
Cover @ Top 2.00 @ Btmt 3.00 in
Cantilevered Retaining Wall
Footing Design Results
Toe
Heel
Factored Pressure = 2,635
0 psf
Mu': Upward = 545
446 ft-#
Mu': Downward = 97
1,763 ft-#
Mu: Design = 448
1,317 ft-#
Actual 1-Way Shear = 11.58
5.02 psi
Allow 1-Way Shear = 40.00
40.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5'lambda'sgrt(f'c)`Sm
Heel: Not req'd: Mu < phi'5`lambda`sgrt(f'c)'Sm
Key: No key defined
Min footing T&S reinf Area 0.71 in2
Min footing T&S reinf Area per foot 0.20 in2 fit
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.90 in #4@ 23.81 in
#5@ 18.45 in #5@ 36.90 in
#6@ 26.19 in #6@ 52.38 in
Summary of Overturninq & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
Moment Force Distance
Moment
Item Ibs ft
ft-# Ibs ft
ft-#
Heel Active Pressure = 562.6 1.89
1,063.3 Soil Over Heel = 984.4 2.58
2,543.2
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 106.9 9.01
962.2 ' Axial Live Load on Stem =
-
Soil Over Toe = 38.4 0.33
12.8
Surcharge Over Toe =
Stem Weight(s) = 1,406.2 1.17
1,641.0
Total 669.5 O.T.M.
2,025.5
Earth @ Stem Transitions=
_
= Footing Weight = 525.0 1.75
918.8
Resisting/Overturning Ratio =
2.53 Key Weight =
Vertical Loads used for Soil Pressure = 2,953.9 Ibs Vert. Component =
Total = 2,953.9 Ibs R.M.=
5,115.8
* Axial live load NOT included in total displayed, or used for
overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.169 in
I he above cak;ulalion is not valid it the heel ;oil bearing Pi"- sure. exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
Q�pFESS�O4 .
JERDUG Fc
�v
CID
ti Q �r Z
O x
NO 03660 D
EXP 03/31/2023
P
S QT,c C I v t\_ oa?
OF CA0